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Home My WebLink About20101 67th Ave Ne_BLD2580_2026 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Soil Observation Report PROJECT: 188th Street NE Industrial Park(Buildings A& B) JOB#: 19-0731 ADDRESS: 6300 Block of 188th Street NE,Arlington,WA REPORT#: S0002 PERMIT#: DATE: 10/18/2019 CLIENT: Smartcap Construction LLC PAGE#: 1 of 2 CONTRACTOR: Smartcap Construction LLC INSPECTOR: Suzie Miller OBSERVATION OF:Building Pad B Subgrade GeoTest was onsite, as requested to observe the subgrade of building B at the above location. Prior to our arrival, the contractor had cleared and excavated all unsuitable topsoils down to suitable, medium dense to stiff, tan to brown, silty sands with some gravel as recommended in our geotechnical engineering report dated February 13th, 2019. GeoTest observed a proof roll using a fully loaded dump truck. No major pumping or rutting was observed. The subgrade appears firm and unyielding. The contractor had re-compacted building pad with a large single drum vibratory roller. Image 1 - Fully loaded dump truck used for the proof roll. COPIES:chumphrey@safebuilt.com,kolander@arlingtonwa.gov,Ipeterson@arlingtonwa.gov,matt@smartcapconstruction.com, Reviewed by tphillips@safebuilt.com,Tyson@smartcapconstruction.com This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,test and provide recommendations. The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope and/or any associated costs. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Soil Observation Report PROJECT: 188th Street NE Industrial Park(Buildings A& B) JOB M 19-0731 CLIENT: Smartcap Construction LLC REPORT#: S0002 CONTRACTOR: Smartcap Construction LLC PAGE#: 2 of 2 Image 2 - Compaction of the subgrade with a single drum vibrating roller. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Soil Observation Report PROJECT: 188th Street NE Industrial Park(Buildings A& B) JOB#: 19-0731 ADDRESS: 6300 Block of 188th Street NE,Arlington,WA REPORT#: S0002 PERMIT#: DATE: 10/18/2019 CLIENT: Smartcap Construction LLC PAGE#: 1 of 2 CONTRACTOR: Smartcap Construction LLC INSPECTOR: Suzie Miller OBSERVATION OF:Building Pad B Subgrade GeoTest was onsite, as requested to observe the subgrade of building B at the above location. Prior to our arrival, the contractor had cleared and excavated all unsuitable topsoils down to suitable, medium dense to stiff, tan to brown, silty sands with some gravel as recommended in our geotechnical engineering report dated February 13th, 2019. GeoTest observed a proof roll using a fully loaded dump truck. No major pumping or rutting was observed. The subgrade appears firm and unyielding. The contractor had re-compacted building pad with a large single drum vibratory roller. Image 1 - Fully loaded dump truck used for the proof roll. COPIES:chumphrey@safebuilt.com,kolander@arlingtonwa.gov,Ipeterson@arlingtonwa.gov,matt@smartcapconstruction.com, Reviewed by tphillips@safebuilt.com,Tyson@smartcapconstruction.com This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,test and provide recommendations. The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope and/or any associated costs. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Soil Observation Report PROJECT: 188th Street NE Industrial Park(Buildings A& B) JOB M 19-0731 CLIENT: Smartcap Construction LLC REPORT#: S0002 CONTRACTOR: Smartcap Construction LLC PAGE#: 2 of 2 Image 2 - Compaction of the subgrade with a single drum vibrating roller. Sieve Analysis Test Report - ASTM C136/C117 _1� _ .. 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I w 60 Z I I I I I I I I I I I I I I I L.L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I I I iL U I I I I I I I I I I I I I I I C w 40 I I I I I I I I I I I I I I V 30 i I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I O rQ) 10 V Q O > 100 10 1 0.1 2 GRAIN SIZE-mm. %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt 1 12 22 11 30 19 5 o SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Structural Fill 4" 100 Poorly graded sand with gravel 0 2" 98 1" 93 _ 87 Atterberg Limits 3 1/2" 80 PL= LL= PI= 3/8" 76 Coefficients c_ #4 65 D90= 22.2537 D85= 17.2702 D60= 3.4072 #10 54 D50= 1.4698 D30= 0.5490 D15= 0.2716 a) #20 41 D10= 0.1715 Cu= 19.87 Cc= 0.52 a) #40 24 Classification #00 14 USCS= AASHTO= #200 5.2 Remarks oGeotechnical Engineer reviewed and the material is generally suitable for re-use pending compaction testing. ro e (no specification provided) 0 Location:Native-Northern Building Subgrade-Sampled from Excavated Material E Sample Number:4754A Date: 10-24-2019 o Client: Smartcap Construction LLC 1.888z51.527h GEOT EST Bellingham I Arlington I oak Harbc Project: 188th Street NE Industrial Park(Buildings A&B) www.geotest-inc.co• 6300 Block of 188th Street NE,Arlington,WA 98233 Project No: 19-0731 Figure SP002 Tested By: AH Checked By: BF Moisture-Density (Proctor) Test Report 150 140 �8.2%. U 130 110.5%. 127. a _ y to � U � 120clo ZAV for Sp.G. _ m 2.75 H 0 a� 0 > 110 0 to c a� 3 `0 100 3 5 7 9 11 13 15 Water content, % -Rock Corrected -Uncorrected 0 3 Test specification: ASTM D 1557-12 Method B Modified ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< -= Depth USCS AASHTO Moist. Sp.G. LL PI 3/8 in. No.200 a� x 24 5.2 c0i ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION 2 Maximum dry density= 135.3 pcf 127.9 pcf Structural Fill Poorly graded sand with gravel a� a) Optimum moisture=8.2% 10.5 % o Project No. 19-0731 Client: Smartcap Construction LLC Remarks: Project: 188th Street NE Industrial Park(Buildings A&B) SPG:Assumed E 6300 Block of 188th Street NE,Arlington,WA 98233 o O Loc.:Native-Northern Building Subgrade-Sampled from Excavated Material N 1.888.251.5276 � E T E T Bellingham I Arlington I Oak Harbor w geotest-inc.com H - Figure SP002 Tested By: AH Checked By: BF Sieve Analysis Test Report - ASTM C136/C117 100 so 80 70 W 60 LL w ciof c W 40 N 30 20 W H p U' 0 7 0i 1 > 10 1 0.1 2 GRAIN SIZE-mm. %Gravel %Sand %Fines a� Coarse Fine Coarse Medium Fine Silt 0 66 9 11 8 6 o SIEVE PERCENT SPEC.' PASS? Material Description SIZE FINER PERCENT (X=NO) 1-1/4"Crushed for Capillary Break Rock-Substitute 1-1/4" 100 poorly graded gravel with silt and sand � 1" 100 3/4" 100 _ Atterberg Limits 3 3/8" 62 PL= LL= NV PI= #4 34 Coefficients c_ #10 25 D90= 14.6269 D85= 13.4430 D60= 9.2183 #20 18 D50= 7.6301 D30= 3.6812 D15= 0.5200 a) #40 14 D10= 0.2059 Cu= 44.77 Cc= 7.14 #60 11 Classification #200 6.4 USCS= AASHTO= Remarks oGeotechnical Engineer reviewed and material is generally suitable for structural fill under slab. Sand Equivalent:35 Percent Fracture(Single Face):95% 2 (no specification provided) O C Location: Smokey Point Concrete-Smokey Point Pit-sampled from site stockpile E Sample Number:4758A Date: 10-29-19 o — Client: Smartcap Construction LLC 1.888.251.527h GEOTEST Bellingham I Arlington I oak Harbc Project: 188th Street NE Industrial Park(Buildings A&B) www.geotest-inc.co• 6300 Block of 188th Street NE,Arlington,WA 98233 Project No: 19-0731 Figure SP003 Tested By: JC Checked By: BF Moisture-Density (Proctor) Test Report 132 7° 1 130 ZAV for Sp.G. _ 2.65 128 U Q U to .N C U � f� to 126 (D 0 a� 0 > 0 124 to c a� 3 ° 122 a� 1.5 3 4.5 6 7.5 9 10.5 Water content, 0 3 Test specification: ASTM D 1557-12 Method C Modified Elev/ Classification Nat. %> %< -= Depth USCS AASHTO Moist. Sp.G. LL PI 3/4 in. No.200 0 X NV 0 6.4 c°i TEST RESULTS MATERIAL DESCRIPTION 2 Maximum dry density= 130.0 pcf 1-1/4"Crushed for Capillary Break Rock- Substitute 2 o poorly graded gravel with silt and sand /o a) Optimum moisture=6.7 o Project No. 19-0731 Client: Smartcap Construction LLC Remarks: > Project: 188th Street NE Industrial Park(Buildings A&B) SPG:Assumed E 6300 Block of 188th Street NE,Arlington,WA 98233 o O Loc.: Smokey Point Concrete-Smokey Point Pit-sampled from site stockpile N 1.888.251.5276 � E T E T Bellingham I Arlington I Oak Harbor w geotest-inc.com H - Figure SP003 Tested By: JC Checked By: BF a s s o c i a t e d earth sciences FIELD REPORT n 0 1- p o r a t e d Page 1 of 1 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 6 JUL 16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671'Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No. Report NO. 1738 1 Engineer/Architect TO: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Client Earthwork/Superintendent USVET_/_Chris THE FOLLOWING WAS NOTED: AESI was onsite for a pre-construction meeting and sample pick up for Proctor analysis. Upon our arrival,we met with Chris from GS Venture, and Chris from USVET. Two samples of the on-site material were obtained for a Proctor analysis. The samples were obtained towards the southeast corner and south side of the site. Both the client and contractor informed us that they would contact AESI to schedule a site visit. Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard, LEG 9 ) v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences o r p o r a t e d FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 14 JUL 16 Gayteway Business Park KE150563_A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No. 1738 2 Engineer/Architect To: GS Venture Partners L P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Client Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival,we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 3 to 4 feet of fill along the south side of the proposed building. We observed the subgrade soils along the edge of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1 to 4 inches with a 1/2 inch diameter probe rod. The fill material consisted of a dark brown,silty sand,which the contractor informed us was compacted in about 8 to 12 inch lifts with a roller. We did not observe the compaction process. A sample of the fill material was obtained for a Proctor analysis. Based on the survey stakes,we estimated the fill had been placed to an elevation between 113 to 115 feet. The contractor inquired about placing fill against the slopes along the west and south sides of the site. We observed the slopes in general were about 45'(1H:1V)with a 4 to 5 feet vertical face at the top. We recommended the contractor bench the slope in phases at the maximum about 4 feet vertically and raise the fill to the top of the vertical cut before benching another 4 feet vertical cut. Density Readings: We performed four in place density readings with results that ranged from 95 to 96%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 2 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the area observed today met the 95%compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) N N 1 Bldg Area,Mid S Area 115 118.0 112.0 10.4 95 2 Bldg Area,S Area 113 118.0 111.9 14.2 95 3 Bldg Area,SSE Area 113 118.0 112.7 15.0 95 4 Bldg Area,SE 113 118.0 113.6 14.3 96 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard, LEG V.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 14 JUL 16 Project No.: KE150563A Permit No. DPD No. . •• E:#'� \�� /�ttltLlLL1L1L��/1 1, i [tia��iiA � � 1 ` ! — ` X4 i r U l��,�1=fps+4iI�-I-J1flry��((��(�i ``4 w � •_ I / J 7 Slope Areas I Observed Today, 4 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 26 JUL 16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`h Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No. 1738 _l 3 Engineer/Architect To: GS Venture Partners P.O. BOX 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: _Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 4 to 6 feet of fill along the middle and southeast areas of the site. The middle area was within the proposed building footprint and the southeast area was mainly within the proposed parking area. We observed the subgrade soils along the edges of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1 to 4 inches with a 1/2 inch diameter probe rod. Fill material consisted of a sand and gravel for the southeast portion, and sand for the middle portion;which the contractor informed us was compacted in about 8 to 12 inch lifts with a sheeps foot roller. We did not observe the compaction process. A sample of the sand was obtained for a Proctor analysis. Based on the survey stakes, we estimated the fill had been placed to an elevation between 111 and 113 feet at the southeast, and between 114 and 119 feet at the middle. We observed signs the slope areas along the south and east sides of the site were benched in phases as fill placement occurred. The contractor informed us they had been benching the 1HAV slope with 4 feet vertical cuts and remaining vegetation along the slope areas would be removed as benching progresses up the slope. Density Readings: We performed eight in place density readings with results that ranged from 95 to 98%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 2 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the area observed today met the 95%compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) N N 1 SE Portion of SE Fill Area 111 128.3 123.0 7.1 96 2 E Portion of SE Fill Area 111 122.1 120.6 6.5 98 3 Mid Portion of SE Fill Area 112 128.3 123.2 6.2 96 4 NW Portion of SE Fill Area 113 122.1 120.7 6.7 98 5 W Portion of SE Fill Area 113 128.3 123.5 4.9 96 6 N Portion of Mid Fill Area 114 103.5 99.8 4.7 96 7 Mid Portion of Mid Fill Area 117 103.5 100.9 5.9 97 8 S Portion of Mid Fill Area 119 122.1 119.9 1 6.3 98 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager aAESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park r. • . No.: Permit No. r►r No. N. St 1 ---/� w r�' ,,�v�`��`�:��,�ir� .i�rrs wpllnu rs• ,�.�:-'r1 , ,a ' C�D CopiesRep: Su-Kiet Lieu Date Mailed: v. • This document is considered a DRAFT d by on AESI PrincipalProject Manager a s s o c i a t e d earth sciences FIELD REPORT i ll r- o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 1 AUG 16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality { Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No. 1738 4 1 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners erintendent General Contractor Su ATTN: Chris Gayte / p USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival,we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 1 to 3 feet of fill along the southeast and east areas of the site. Both the southeast and east areas were mainly within the proposed parking areas. We observed the subgrade soils along the edges of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1 to 4 inches with a 1/2 inch diameter probe rod. Fill material consisted of a sand and gravel from the south side of the site. The contractor informed us the fill was compacted in about 8 to 12 inch lifts with a sheeps foot roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill had been placed to an elevation between 112 and 117 feet at the southeast, and between 111 and 113 feet at the east. Density Readings: We performed seven in place density readings with results that ranged from 95 to 99%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 4 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the area observed today met the 95%compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) N N 1 SE Portion of SE Fill Area 114 128.3 121.8 7.0 1 95 2 SW Portion of f SE Fill Area 118 128.3 124.2 8.9 97 3 Mid Portion of SE Fill Area 114 128.3 121.4 9.9 95 4 NW Portion of SE Fill Area 117 128.3 126.6 5.2 99 5 NE Portion of SE Fill Area 112 128.3 125.5 8.3 98 6 S Portion of E Fill Area 111 1 128.3 121.8 6.9 95 7 N Portion of E Fill Area 113 1 128.3 121.6 8.4 95 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard,L v.6/14 This document is considered a DRAFT until signed or initialed by an AE Principe or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 1 AUG 16 Project No.: KE150563A Permit No. DPD No. M Eas rT WLIell- 4 0 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT n o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 4 AUG 16 1 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. ��D PDNo. Report No. 1738 5 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival,we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 1 to 4 feet of fill along the southeast and east areas of the site. The southeast fill area was under proposed parking and road areas, and the east fill area was within the proposed slope area. We observed the subgrade soils along the edges of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1 to 4 inches with a 1/2 inch diameter probe rod. Fill material for the southeast area consisted of a sand and gravel from the south side of the site,while fill material for the east fill area consisted of a silty sand, with some organics from the north side of the site. The contractor informed us the fill was compacted in about 8 to 12 inch lifts with a sheeps foot roller. We did not observe the compaction process. Based on the survey stakes,we estimated the fill had been placed to an elevation between 111 and 118 feet at the southeast, and between 111 and 117 feet at the east. We recommended to the contractor that the use of soils with some organics was acceptable under the areas that are not slopes, provided the soils with organics are spread throughout the site; however, soils with organics should not be used exclusively on slope areas. Density Readings: We performed six in place density readings with results that ranged from 95 to 96%of the maximum dry density,according to AS rM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the area southeast area observed today met the 95%compaction criteria. We also recommended the contractor not place soils with organics exclusively on proposed slope areas. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) N N 1 SE Portion of SE Fill Area 116 122.1 115.7 8.3 95 2 S Portion of SE Fill Area 117 128.3 122.5 8.8 95 3 SW Portion of SE Fill Area 118 122.1 116.9 6.4 96 4 W Portion of SE Fill Area 114 122.1 117.3 6.7 96 S N Portion of SE Fill Area 112 122.1 115.4 8.2 95 6 NE Portion of SE Fill Area ill 122.1 117.4 8.8 96 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AES/Principal o�Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Date: 4 AUG 16 Project No.: KE150563A Permit . D'D ,. . - L, - ra»r�..�,•r...--fir "":!� - ry I 11' `\` .� ��`^�\\rum— ��i,� � '•...:.... r..wa.-.. -- A ' Copies To: • Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard,LEG v. • document is considered. DRAFT until signed or r ed by an AES1 Principalor Project Manager a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o r a I e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 16AUG 16 Gayteway Business Park KE150563A Phone: 425-827-7701 location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington_ Clear 80's www.aesgeo.com Permit No. DPD No. Report No. 1738 6 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris_ THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival, we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed about 1 to 4 feet of fill along the middle,southeast and east areas of the site. The middle fill area was within the building footprint,the southeast fill area was under proposed parking and road areas, and the east fill area was within the proposed slope area. We observed the subgrade soils along the edges of the fill area consisted of a gravelly sand to sandy gravel that could be penetrated from 1 to 4 inches with a 1/2 inch diameter probe rod. Fill material for the areas observed today consisted of a sand and gravel from the south side of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Based on the survey stakes, we estimated the fill areas observed today had been placed to an elevation between 114 and 120 feet. The contractor informed us that they were distributing and mixing some of the soils with organics in thin lifts throughout the fill areas to prevent from concentrating organic laden soils under proposed slope areas. Density Readings: We performed seven in place density readings with results that ranged from 95 to 97%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95%compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) N N 1 SE Portion of SE Fill Area 120 128.3 121.3 5.1 95 2 S Portion of SE Fill Area 114 128.3 121.4 5.9 95 3 E Portion of Mid Fill Area 118 128.3 124.1 3.0 96 4 Mid Portion of Mid Fill Area 117 103.5 98.0 12.8 95 5 W Portion of Mid Fill Area 115 122.1 118.2 6.6 97 6 Mid Portion of E Fill Area 114 128.3 122.5 4.9 95 7 S Portion of E Fill Area 116 128.3 122.9 6.3 95 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard, LEG,/'/ C x� v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager I I Mll jy _ � r .nu! urbnnir b tam 11 w ' r 0Ja s s o c i a t e d earth sciences FIELD REPORT n c 0 r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 19 AUG 16 Gayteway Business Park KE150563A Phone: 425-827-7701 location [Arlington ipality Weather Fax: 425-827-5424 20015 671h Avenue NE Clear 80's www.aesgeo.com Permit No. J DPD No. Report No. 1738 7 Engineer/Architect TO: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris 1HE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival,we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the middle,southeast and east areas of the site. The middle fill area was within the building footprint,the southeast fill area was under proposed parking and road areas,and the east fill area was within the proposed slope area. We observed the contractor was in the process of placing fill along the northwest portions of the site but were informed that they did not intend to compact the area until Monday. Fill material for the areas observed today consisted of a sand and gravel from the south and southwest areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Based on the survey stakes,we estimated the fill areas observed today had been placed to an elevation between 115 and 126 feet. The contractor informed us that they were distributing and mixing some of the soils with organics in thin lifts throughout the fill areas to prevent from concentrating organic laden soils under proposed slope areas. We observed some of the larger sized roots were separated from the fill areas. Density Readings: We performed five in place density readings with results that ranged from 95 to 96%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95%compaction criteria. Reading Location Elevation Max DD DE) MC Compact No. (ft) (pcf) (pcf) (%) (%) 1 SE Portion of SE Fill Area 121 128.3 122.6 5.7 95 2 S Portion of SE Fill Area 121 128.3 123.0 6.8 96 3 SE Portion of SE Fill Area 126 128.3 122.0 6.1 95 4 E Portion of Mid Fill Area 119 122.1 1 117.2 j 5.0 96 5 W Portion of Mid Fill Area 115 122.1 1 115.4 1 5.1 95 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sonde rgaard, EL G � v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager ^'�� '��"�ir' ` •• � _ � III 1 II 1 'Will 1� - ir� ,111!1 dill r-'� `—► a s s o c i a t e d earth sciences FIELD REPORT i n c o 1' p o a t P d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-23-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Clear 80's www.aesgeo.com Permit No. DPD No. Report No. 13 9 1 8 _ Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park"project. Upon our arrival,we met with Chris from USVET. Mass Grading Trending generally north to south,the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator,off-road dump truck,and belly load scraper assembly,the contractor placed approximately 2-3'of material(over the course of two days)near the NW and SW corners of the building area. Per prior recommendations,the material(generally brown gravelly SAND with trace silts/excavated from south margins of property)was wet to at/near optimum moisture levels(via large water truck)before being compacted/re-compacted(as recommended)in a series of 8-10"loose lifts via vibrator roller(complete process not observed). The compacted fill appeared firm/unyielding(during time of observation)with corresponding T-probe depths of 2-4"respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area(95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Density Results Test R Location Depth(ft below fsg) %Moist Density(pcf) Proctor(pcf) %Compaction DT1 Grading/See Figure 1 -6 5.3 122 128.3 95.1 DT2 Grading/See Figure 1 -6 6.1 122.6 128.3 95.6 DT3 Grading/See Figure 1 -6 6.3 123.1 128.3 95.9 DT4 Grading/See Figure 1 -6 5.8 122.5 128.3 95.5 DT5 Grading/See Figure 1 -10 6.8 122.1 128.3 95.2 DT6 Grading/See Figure 1 -10 7 122.4 128.3 95.4 DT7 Grading/See Figure 1 -10 6.6 123.2 128.3 96.0 DT8 I Grading/See Figure 1 -10 7.3 122.4 1 128.3 95.4 Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff Geologist _ Date Mailed: AUG 2 6 2016 Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal r Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-23-16 Project No.: KE150563A Permit No. DPD No. Figure 1 - i FLOOR r - - i;id t Y Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by on AESI Principal r Project Manager a s s o c i a t e d earth sciences FIELD REPORT n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-24-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`h Avenue NE Arlington Sunny 70's www.aesgeo.com Permit No. DPD No. Report No. t 3 ,9 1 9 Englneer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park"project. Upon our arrival,we met with Chris from USVET. Mass Grading Trending generally north to south,the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator,off-road dump truck,and belly load scraper assembly,the contractor placed approximately 2'of material(over the course of two days)near the NW and central portions of the building area. Per prior recommendations,the material(generally brownish gray SAND with trace silts and gravels/excavated from south margins of property)was wet to at/near optimum moisture levels(via large water truck)before being compacted/re-compacted(as recommended)in a series of 8-10"loose lifts via vibrator roller(complete process not observed). The compacted fill appeared firm/unyielding(during time of observation)with corresponding T-probe depths of 2-4"respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area(95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist Density(pcf) Proctor(pcf) %Compaction DT1 Grading/See Figure 1 -4 5.1 116 122.1 95.0 DT2 Grading/See Figure 1 -4 5.5 116.7 122.1 95.6 DT3 Grading/See Figure 1 -5 6.3 116.6 122.1 95.5 DT4 Grading/See Figure 1 -5 5.7 117.1 122.1 95.9 DT5 Grading/See Figure 1 -4 5.3 116.5 122.1 95.4 DT6 Grading/See Figure 1 -4 5.8 117.3 122.1 96.1 DT7 Grading/See Figure 1 -4 5.5 116.4 122.1 95.3 Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff Geologist AUG 2 9 2016 -- � Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Princip or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-24-16 Project No.: KE150563A Permit No. DPD No. Figure 1 naoa-rasa' -77 I - Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Princip l or Project Manager a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-30 16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67'h Avenue NE Arlington Cloudy 60's www.aesgeo.com Permit No. DPD No. Report No. 3 10 Engineer/Architect To: GS Venture Partners P.O. BOX 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park"project. Upon our arrival,we met with Chris from USVET. Mass Grading Trending generally north to south,the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator,off-road dump truck,and belly load scraper assembly,the contractor placed approximately 2'of material (from previous site to now) near the NE and central portions of the building area. Per prior recommendations,the material(generally brownish gray SAND with trace silts and gravels/excavated from south margins of property)was wet to at/near optimum moisture levels(via large water truck)before being compacted/re-compacted (as recommended)in a series of 8-10"loose lifts via vibrator roller(complete process not observed). The compacted fill appeared firm/unyielding(during time of observation)with corresponding T-probe depths of 2-4" respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area(95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Density Results Test H Location Depth(ft below fsg) %Moist Density(pcf) Proctor(pcf) %Compaction DT1 Grading/See Figure 1 -3 6.3 116.9 122.1 95.7 DT2 Grading/See Figure 1 -3 6 116.2 122.1 95.2 DT3 Grading/See Figure 1 -8 5.4 116.5 122.1 95.4 DT4 Grading/See Figure 1 -5 7.1 117.4 122.1 96.2 DT5 Grading/See Figure 1 -3 6.8 117 122.1 95.8 DT6 Grading/See Figure 1 -3 6.5 117.4 122.1 96.2 DT7 Grading/See Figure 1 -3 7.3 116.8 122.1 95.7 DT8 Grading/See Figure 1 -2 7.7 116.3 122.1 95.2 Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: SEP 0 6 2016 Principal/PM: Jon Sondergaard,LEG e v.6/14 This document is considered a DRAFT until signed or initialed by an AE51 Princip or Project Manager a AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Y. i • . . .: KE150563A Permit No. •Y Figure 1 ;M14D FLOOR 4 � �r•� 5: �� 1 a �t5 �-� � I ,; ;��..r �aaRs_ Ertl rrresssa► t�6�r��` Ys j '_ — 'I� Ahpruxnn,�tc r -- — -- — : '� location ol•lill F ��--' - _-� yf l t5'r) Copies D. Principal a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o r a t e d _ Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-1-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Cloud 60's www.aesgeo.com Permit No. C/ DPD No. Report No. 3 t7 11 Engineer/Architect TO: GS Venture Partners P.O. Box 1727 - — - --- Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park"project. Upon our arrival,we met with Chris from USVET. Mass Grading Trending generally north to south,the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator,off-road dump truck,and belly load scraper assembly,the contractor placed approximately 24 of material(from previous site to now)near the NW and SE portions of the building area. Per prior recommendations,the material(generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property)was wet to at/near optimum moisture levels(via large water truck)before being compacted/re-compacted(as recommended) in a series of 8-10"loose lifts via vibrator roller(complete process not observed). The compacted fill appeared firm/unyielding(during time of observation)with corresponding T-probe depths of 2-4"respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area(95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Density Results Test ff Location Depth(ft below fsg) %Moist Density(pcf) Proctor(pcf) %Compaction DT1 Grading/See Figure 1 -3 6.4 117.1 122.1 95.9 DT2 Grading/See Figure 1 -3 6.9 118.3 122.1 96.9 DT3 Grading/See Figure 1 -3 7.3 117.5 122.1 96.2 DT4 Grading/See Figure 1 -2 7 116.3 122.1 95.2 DT5 Grading/See Figure 1 -2 5.7 116 122.1 95.0 DT6 Grading/See Figure 1 -5 5.1 116.4 122.1 95.3 DT7 Grading/See Figure 1 -2 5.4 116.3 122.1 95.2 *Depths based on available hub elevation data Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: SEP 15 2016 Principal/PM: Jon Sondergaard,LEG v_6/14 This document is considered a DRAFT until signed or initialed by an AESI Princip I or Project Manager FIELDAESI a Page 2 of 2 REPORT To: Project Name: Gayteway Business Park Date: -T-30-16 Project No.: KE150563A Permit No. D•D Figure I Ut l I)t2 'li�s� J,a- Copies To: ,Approximate � � �3s• ,:;' •>s a,' .....-• - --�. s.l� 1• L,': location of till (�� '�d�_J�ll�— �� Field 1 D• Principal • Sondergaard, ' V.6/14 Thisdocument ♦ I' I IDRAFTuntil signed orinitialed/ an AESI PrincipolforProject a s s o c i a t e d earth sciences FIELD REPORT incorporated Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-6-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`h Avenue NE Arlington Cloudy 60's www.aesgeo.com Permit No. cJ DPD No. Report No. I �? 3 lS 1 12 Engineer/Architect TO: GS Venture Partners P.O. Box 1727 aient/owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park"project. Upon our arrival,we met with Chris from USVET. Mass Grading Trending generally north to south,the earthwork contractor continued mass grading processes for the proposed building pad and east parking areas. Using a large excavator,off-road dump truck,and belly load scraper assembly,the contractor placed approximately 1-2'of material(from previous site to now)near the NW and SE portions of the building area. Per prior recommendations,the material(generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property)was wet to at/near optimum moisture levels(via large water truck)before being compacted/re-compacted(as recommended)in a series of 8-10"loose lifts via vibrator roller(complete process not observed). The compacted fill appeared firm/unyielding(during time of observation)with corresponding T-probe depths of 34"respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area(95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist Density(pcf) Proctor(pcf) %Compaction DTI Grading/See Figure 1 -3 6.6 117.2 122.1 96.0 DT2 Grading/See Figure 1 -3 7.1 117 122.1 95.8 DT3 Grading/See Figure 1 -3 6.3 116.3 122.1 95.2 DT4 I Grading/See Figure 1 -3 5.7 116.1 122.1 95.1 DT5 Grading/See Figure 1 -3 6.4 117.2 122.1 96.0 DT6 Grading/See Figure 1 -2 5.3 116.8 122.1 95.7 DT7 Grading/See Figure 1 -1 5.5 118.2 122.1 96.8 DT8 Grading/See Figure 1 -1 5.8 117.4 122.1 96.2 DT9 Grading/See Figure 1 -1 1 6.6 117.9 122.1 96.6 *Depths based on available in-field elevation data Copies To: Distribution _ Field Rep: Jon D.Hansen,Sr.Staff Geologist EP 1 5 "lO)fi Date Mailed: Principal/PM: Jon Sondergaard,LEG 44 v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Princip 1 or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Date: 9-6-16 Project No.: KE150563A Permit • DP Figure I Dt4 � �� Copies To: location of fill "` _ -- .R- L �'il� \�1 - aa.rn: : .: Ql8 1111►.z.J�I� ] y 1 Field Rep: 41 Date Mailed: Principal/PM: Jon Sondergaard,LEG a s s o c i a t e d earth sciences FIELD REPORT 1) c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-8-16 Gayteway Business Park KE150563A_ Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`"Avenue NE Arlington Cloudy 60's www.aesgeo.com Permit No. DPD No. Report No. 1 q 13 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park"project. Upon our arrival,we met with Chris from USVET. Mass Grading Trending generally north to south,the earthwork contractor continued mass grading processes for the proposed building pad and adjacent parking areas. Using a large excavator,off-road dump truck,and belly load scraper assembly,the contractor placed approximately 1-2'of material(from previous site visit to now)near the northeast and central portions of the building area. Per prior recommendations,the material(generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property)was wet to at/near optimum moisture levels(via large water truck)before being compacted/re-compacted(as recommended)in a series of 8-10"loose lifts via vibrator roller(complete process not observed). The compacted fill appeared firm/unyielding(during time of observation)with corresponding T-probe depths of 3-5"respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area(95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Density Results Test#i Location Depth(ft below fsg) %Moist Density(pcf) Proctor(pcf) %Compaction DT1 Grading/See Figure 1 -1 7.1 116.2 122.1 95.2 DT2 Grading/See Figure 1 -1 7.7 116 122.1 95.0 DT3 Grading/See Figure 1 -2 5.8 117.4 122.1 96.2 DT4 Grading/See Figure 1 -2 6.2 118.3 122.1 96.9 DT5 Grading/See Figure 1 -2 6 118.1 122.1 96.7 DT6 Grading/See Figure 1 -4 7.1 116.6 122.1 95.5 DT7 Grading/See Figure 1 -4 1 7.3 117.1 122.1 95.9 *Depths based on available in-field elevation data Copies To: Distribution_ Field Rep: Jon D.Hansen,Sr.Staff Geologist SEP 1 5 2016 Date Mailed: Principal/PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principa or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-8-16 Project No.: KE150563A Permit No. f►•f► Figure I -x+r-. ��3'�='+ -ter,. � -- __•._ _ �� ~ I)fl [h•t �` r. �p� _ � ,�0 = •/'fir `iG /.�114AAA-ki► - � APprusimatte +� ��' �� !1!„/.■n .�ttr+. :; � �'t��i��t,, d/ar�� f location of fill s. -- - - �j;� I i Copiese Date Mailed: Principal/PM: Jon Sondergaard,LEG v. i This document is considered.DRAFT until signed. d by an AESI Principalor Project Manager �v a s s o c i a t e d earth sciences i n c o r p o r a t e d FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-13-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67"Avenue NE Arlington Sunny 60's www.aesgeo.corn Permit �, DPD No. Report No. f 14 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the "Gayteway Business Park"project. Upon our arrival,we met with Chris from USVET. Mass Grading Trending generally north to south,the earthwork contractor continued mass grading processes for the proposed building pad and adjacent parking areas. Using a large excavator,off-road dump truck,and belly load scraper assembly,the contractor placed approximately 1'of material(from previous site visit to now)near the northeast and northwest portions of the building area. Per prior recommendations,the material(generally brownish gray SAND with trace silts and gravels/excavated from southwest margins of property)was wet to at/near optimum moisture levels(via large water truck)before being compacted/re-compacted(as recommended)in a series of 8-10"loose lifts via vibrator roller(complete process not observed). The compacted fill appeared firm/unyielding(during time of observation)with corresponding T-probe depths of 2-4"respectively. AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area(95%ASTM 1557). The contractor was notified of all density results listed below. The contractor informed us that they would temporarily discontinue fill processes until another off-road dump truck assembly was brought onsite(previous truck sold). The contractor anticipates grading to resume tomorrow and noted they would continue to screen topsoil(near the NW corner of the building area)in the interim. Additionally, the contractor informed AESI that a previously staked grade(near the central portions of the proposed building pad area)had been found to be in error and in fact an additional 1.5-2'of material was needed to reach planned subgrade elevation. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist Density(pcf) Proctor(pcf) %Compaction_ DT1 Grading/See Figure 1 -3 6.3 117.7 122.1 96.4 DT2 Grading/See Figure 1 -3 6.1 116.8 122.1 95.7 DT3 Grading/See Figure 1 _ -3 5.4 116 122.1 95.0 DT4 Grading/See Figure 1 -4 6.8 116.3 122.1 95.2 DT5 Grading/See Figure 1 -4 7.2 117.4 122.1 96.2 DT6 Grading/See Figure 1 -4 1 7 117.9 122.1 96.6 *Depths based on available in-field elevation data Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: SEP 15 2016 Principal/PM: Jon Sondergaard,LEG V.6/1', This document is considered a DRAFT until signed or initialed by an AESI PrinciP I or Project Manager IAESI FIELD REPORT ProjectPage 2 of 2 Date: Permit No. DP Figure 1 LW Jr ,,. _ pt; f)t� Dt� Ut6 ' is eru ■ri■et - � � �`�`� .� •.cr..rnr•�.r�nlz�sz/.y �►iiY 1� 1..: Approximate ... d �� ■ .��6 •�� .`f«�.Y location ut fill �It?► ,��`��••r�_- Copies To: Field Rep: Date Mailed: Principal/PM: Jon Sondergaard, LEG v.6/14 This document is considered a DRAFT until signed1 I I by an AESI Principkor Project I /I' a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o r a t e d _ Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 23 SEP 16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`h Avenue NE Arlington Cloudy 70'_s www.aesgeo.com Permit No. aa c� DPD No. Report No. I J J 1 1_5 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival,we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the south portion of the site that encompassed part of the building footprint and the proposed south parking areas. The contractor also informed us the fill placed along the south portion of the site was about 0.5 feet below took the proposed subgrade elevation from east to west. Fill material for the area observed today consisted of a sand,and a sand and gravel from the south and southwest cut areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Density Readings: We performed nine in place density readings with results that ranged from 95 to 99%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95%compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (Pcf) (Pcf) N N 1 E Portion of S Fill Area 124 128.3 127.4 6.6 99 2 Mid E Portion of S Fill Area 124 128.3 123.5 6.8 96 3 E Mid Portion of S Fill Area 124 122.1 115.7 5.9 9S 4 Mid Portion of S Fill Area 124 122.1 115.7 6.1 95 5 W Mid Portion of S Fill Area 124 103.5 102.7 9.2 99 6 Mid W Portion of S Fill Area 124 122.1 116.5 6.5 95 NW Portion of S Fill Area 122 103.5 97.9 10.2 95 8 N Portion of S Fill Area 124 122.1 115.4 5.7 95 9 S Portion of S Fill Area 124 122.1 117.2 5.3 96 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: SFP 2 7 2016 Principal/PM: Jon Sondergaard,LEG Pro%ect v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal r Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 23 SEP 16 Project No.: KE150563A Permit No. DPD No. Ap roid(ft te�Fi Area Observed Today' Nt/P111 Swwary ' 3 SO► t.000 • z;. re f;+.e e... •i,. Y0.•�;s• e.,,:: •c v.••,• 'a. r. her ;; _. ,.. n. - ra �ssr al=.I?'W.V7� Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Princip r Project Manager a s s o c i a t e d earth sciences FIELD REPORT n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 28 SEP 16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`h Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No. Report No. J -7 � c� _ 16 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival,we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the northwest quarter of the proposed building to the proposed subgrade elevation. Fill material for the area observed today consisted of a sand,and a sand and gravel from the south and southwest cut areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Density Readings: We performed four in place density readings with results that ranged from 95 to 98%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95%compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) N N 1 E Portion of NW Bldg Area 124 118.5 112.1 5.7 95 2 Mid E Portion of NW Bldg Area 124 128.3 125.8 4.1 98 3 Mid W Portion of NW Bldg Area 124 128.3 124.8 4.9 97 4 W Portion of NW Bldg Area 1 124 128.3 121.3 5.8 95 Copies To: Field Rep: Su-Kiet Lieu Date Mailed: OCT O 4 2016 Principal/PM: Jon Sondergaard,LEG n(// v.6/14 This document is considered a DRAFT until signed or initialed by on AESI Princippl or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 28 SEP 16 Project No.: KE150563A Permit No. DPD No. Observed Toddy 7: Cut/rill au=sary .t. ,c.:. r o�:n _ e-. •Ua a_. le. .A.0_.. .., _ 114UA,�N/trw Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard,LEG 'N v.6/14 This document is considered a DRAFT until signed or initialed by on AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT in c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 30 16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 2001S 671 Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No. Report No. C 17 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival,we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the driveway area west of the building to the proposed subgrade elevation. Fill material for the area observed today consisted of a sand,and a sand and gravel from the south and southwest cut areas of the site. The contractor informed us the fill was compacted in about 4 to 8 inch lifts with a smooth drum roller. We did not observe the compaction process. Density Readim[s: We performed three in place density readings with results that ranged from 96 to 98%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95%compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) *0 (pcf) (%) (%) 1 Mid Portion of W Driveway Area 124 128.3 123.5 8.5 96 2 Mid N Portion of W Driveway Area 124 128.3 124.4 4.7 97 3 N Portion of W Driveway Area 124 103.5 101.5 7.2 98 Copies To: Field Rep: Su-Kiet OCT 0 � 2016 Lieu Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal r Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 3 OCT 16 Project No.: KE150563A Permit No. DPD No. ` ` l dr Mw�ruw.liu I � Number&tati,:. cvc/n 11 xu. ry 1,:OV :.Oro :q, f< ,11:/./1:u 'l::: Il t!. •._l.l: :. YV.•: v rn 1•.•�lr . 11t-.. .1. 1• I1t:1 11 ' . r.,. l:1: 11 '. !1. ::l. l .-, le... aI.is s:..fw 4/Y� Copies To: — Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This docurnent is considered a DRAFT until signed or initialed by an AESI Princip or Project Manager a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o r a t e d Pagel of 1 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 5 OCT 16 1 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Clear 70's www.aesgeo.com Permit N;.� DPD No. Report No. 1 18 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival,we met with Chris from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the driveway area north of the building to about 2 feet below the proposed subgrade elevation,and the east portion of the building pad to about 1 foot below the proposed subgrade elevation. Fill material for the area observed today consisted of a sand,and a sand and gravel from the south and southwest cut areas of the site. The contractor compacted the fill in about 4 to 8 inch lifts with a smooth drum roller. Density Readings: We performed eight in place density readings with results that ranged from 96 to 98%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to S inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95%compaction criteria. Reading Location Elevation Max DD DO MC Compact No. (ft) (pcf) (pcf) (%) (%) 1 W Portion of N Driveway Area 122 128.3 125.8 5.2 98 2 Mid W Portion of N Driveway Area 122 128.3 125.6 7.1 98 3 Mid Portion of N Driveway Area 122 122.1 115.4 5.9 95 4 NE Portion of E Building Area 123 128.3 124.2 6.3 97 5 E Portion of E Building Area 124 128.3 124.8 6.2 97 6 N Portion of E Building Area 124 128.3 124.1 4.7 97 7 NW Portion of E Building Area 123 122.1 117.6 7.5 96 8 W Portion of E Building Area 123 128.3 124.0 4.4 97 Copies To: Field Rep: Su-Kiet Lieu OCT 06 2016 Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principa or Project Manager ��.. a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 10 OCT 16 Gayteway Business Park KE150563A Phone: 42S-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Clear 70's www.aesgeo.com Permit No. DPD No. Report No. t -73 ?� 1 19 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite for construction monitoring of earthwork activities. Upon our arrival,we met with Chuck from USVET. Mass Fill: The earthwork contractor informed us they had placed fill along the east side of the building to about 1 to 4 feet below the proposed subgrade elevation. Fill material for the area observed today consisted of a sand,and a sand and gravel from the south and southwest cut areas of the site. The contractor compacted the fill in about 4 to 8 inch lifts with a smooth drum roller. Density Readings: We performed three in place density readings with results that ranged from 95 to 96%of the maximum dry density, according to ASTM D 1557. We were able to penetrate from 1 to 5 inches on the compacted fill material with a 1/2 inch diameter probe rod. Conclusions: We informed the contractor the fill areas observed today met the 95%compaction criteria. Reading Location Elevation Max DD DD MC Compact No. (ft) (pcf) (pcf) (%) N 1 S Portion of E Bldg Area 121 103.5 99.1 9.1 96 2 Mid Portion of E Bldg Area 120 122.1 115.5 6.2 95 3 N Portion of E Bldg Area 119 122.1 116.4 7.2 95 Copies ro: Field Rep: Su-Kiet Lieu Date Mailed: OCT 13 H16 Principal/PM: Jon Sondergaard,LEG r� v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principq or Project Manager AESI FIELD REPORT � Page 2 of 2 To: Project Name: Gayteway Business Park Date: 10 OCT 16 Project No.: KE150563A Permit No. DPD No. idiom s `) - `— X2 e i Cut/rs l l Summary w + v Copies To: Field Rep: Su-Kiet Lieu Date Mailed: Principal/PM: Jon Sondergaard,LEG v,6/14 This document is considered a DRAFT until signed or initiated by an AESI Princip 1 or Project Manager a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o r a t e d Page 1 of 1 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 10-13-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67"'Avenue NE Arlington Rain 60's www.aesgeo.com Permit No DPD No. Report No. 20 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the"Gayteway Business Park"project. Mass Grading No further work was completed on this task during time of observation. AESI observed construction equipment had been parked and that topsoil was continuing to be screened near the NW corner of the project. As no one was onsite during time of arrival,AESI left a message with the earthwork contractor's foreman(Chris)to get an updated construction schedule. Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geologist OCT 18 2016 Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed 0 r initialed by an AE51 Principaior Project Manager a s s o c i a t e d earth sciences FIELD REPORT n c o t' p o s t e d _ Page 1_of 1 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 10-13-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Rain 60's www.aesgeo.com Permit No. / DPD No. Report No. Engineer/Architect TO: GS Venture Partners P.O. BOX 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATrN: Chris Gayte General Contractor/Superintendent USVET/Chris _ AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the"Gayteway Business Park"project. Mass Grading No further work was completed on this task during time of observation. AESI observed construction equipment had been parked and that topsoil was continuing to be screened near the NW corner of the project. As no one was onsite during time of arrival,AESI left a message with the earthwork contractor's foreman(Chris)to get an updated construction schedule. Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff Geologist _ 18 2016 Date Mailed: OCT Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AF-SI Principa or Project Manager a s s o c i a t e d earth sciences FIELD REPORT in c o r p o r a I e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 10-25-16 Ga teway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 670'Avenue NE Arlington Rain 50's www.aesgeo.com Permit No. DPD No. Report No. [72W 21 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/Owner - Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the"Gayteway Business Park"project. Mass Grading Prior to arrival,the earthwork contractor had nearly completed grading processes for the project's SE truck entrance ramp.Using a small dozer,the contractor placed approximately 2-15'(W to E)of fill material(generally brown silty SAND with trace organics/cut from adjacent area)and compacted the material,in a series of 1-2'loose lifts,via large vibratory roller(process not observed). AESI observed the top lift of soil appeared to pump/yield under foot and was notably loose with corresponding T-probe depths of 1-2' respectively. At the recommendation of AESI,the contractor removed the wet fill(typically 2')from the area and re-compacted the underlying fill. AESI noted the underlying fill soils(generally grayish brown gravelly SAND with silt)appeared(during time of observation)firm/unyielding with corresponding T-probe depths of 24". AESI conducted a series of in place density tests to confirm the specified minimum compaction for the structural area(95%ASTM 1557). The contractor was notified of all density results listed below.The contractor informed us that they would continue to use material from the adjacent cut(immediately East)and that grades in the area were approximately 3'below finish. Based on prior observations,AESI recommended the contractor remove(as necessary) organic and deleterious content(tree branches,strippings,concrete rubble)from the proposed fill source and limit further saturation of the weather sensitive fill. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist Density(pcf) Proctor(pcf) %Compaction DT1 Grading/See Figure 1 -3 8.2 119.4 122.1 97.8 DT2 Grading/See Figure 1 -3 7.7 120.2 122.1 98.4 DT3 Grading/See Figure 1 -3 8.9 117 122.1 95.8 DT4 Grading/See Figure 1 -3 8.3 118.2 122.1 96.8 DT5 Grading/See Figure 1 -3 8.6 118.5 122.1 97.1 *Depths based on available in-field elevation data Copies To: Distribution v Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: NOV 0 1 Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered o DRAFT until signed or initialed by an AESI Princi l or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 10-25-16 Project No.: KE150563A Permit No. DPD No. Figure 1 (low FLOP f _ ss Copies To: Field Rep: S Date Mailed: Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initiated by an AESI Principo&r Project Manager a s s o c i a t e d earth sciences FIELD REPORT i n c: o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 10-26-16 1 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE _ Arlington Rain 50's www.aesgeo.com Permit No. DPD No. Report No. -- 22 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: T AESI was onsite part time,at the request of the client, for construction monitoring of earthwork activities for the"Gayteway Business Park"project. Fine Grading(Building Pad) Trending generally south to north,the earthwork contractor continued fine grading processes for the proposed building pad area. Using a large finish blade scraper,the contractor cut approximately 2-4"of previously placed/compacted/tested structural fill (generally gray SAND with few gravels and trace silts)from the area and pushed the material into a small stockpile along the eastern margins of the pad. The material was re-compacted,in a series of passes,via large vibratory roller,and appeared(during time of observation)firm/unyielding with corresponding T-probe depths of 4". Due to continued heavy rain,the contractor elected to temporarily discontinue fine grading processes and informed AESI that they would resume work on the building pad and previously observed truck access ramp when weather improved. Additionally,the contractor informed us that a recent grading plan change had called for the truck access entrance location to be changed,the adjacent slope to be steepened,and the east parking area to be expanded with the potential addition of a small wall. See Figure 1. Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: NOV Q 2 2016 Principal/PM: Jon Sondergaard,LEG Il v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal r Project Manager aAESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 10-26-16 Project No.: KE150563A Permit No. D•D Approximate = '- < <...-•,�.�=t,�.�.�r-�'- grading in building :�- � i—`� a_ ;� pad(typy tf�3. 11 �' � I 'a y„„a--- usc:��n�rnv_�zm'r%!l�►'_j ' siri�� Copies To: Field Rep: Date Mailed: Principal/PM: Jon Sondergaard,LEG 4F v.6/14 This document is considered,DRAFT until signed or initialed by an AESI Princip. a s s o c i a t e d earth sciences FIELD REPORT in c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 11-7-16 Gayteway Business Park KE150563A Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67'Avenue NE Arlington Cloudy 50's www.aesgeo.com Permit. 7 DPD No. Report No. 23 Engineer/Architect To: GS Venture Partners P.O. Box 1727 Client/owner - Bellevue, WA 98009-1727 _ GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client, for construction monitoring of earthwork activities for the"Gayteway Business Park"project. Mass Gradins Prior to arrival,the earthwork contractor had completed fine grading processes for the proposed building pad and had completed re-compaction processes of all loosened/disturbed soils. With one exception,AESI noted the re-compacted soils(generally gray SAND with little gravel and trace silt/previously placed/compacted during fill processes)appeared firm/unyielding(during time of observation)with corresponding T-probe depths of 3-4" respectively. AESI conducted a series of in place density tests on the re- compacted structural fill to confirm the specified minimum compaction(95%ASTM 1557). The contractor was notified of all density results listed below. During time of observation,AESI noted a localized area of ponded water near the south margins of the building pad that appeared to contain relatively loose silty soil beneath. As the soil dries out,AESI recommended the loose soils be re- compacted to the above compaction specification(as possible)or removed/replaced with suitable structural fill(as needed). See Figure 1. Density Results Test Ji Location Depth(ft below fsg) %Moist Density(pcf) Proctor(pcf) %Compaction DT1 Grading/See Figure 1 approx fsg 7.1 117.4 122.1 96.2 DT2 Grading/See Figure 1 approx fsg 6.9 117.7 122.1 96.4 DT3 Grading/See Figure 1 approx fsg 7.5 116.3 122.1 95.2 DT4 Grading/See Figure 1 approx fsg 7 117.2 122.1 96.0 DT5 Grading/See Figure 1 approx fsg 8.3 116.1 122.1 95.1 DT6 Grading/See Figure 1 approx fsg 7.7 117.2 122.1 96.0 DT7 Grading/See Figure 1 approx fsg 8.1 116.6 122.1 95.5 *Depths based on available in-field elevation data Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: _ NOV 15 2016 Principal/PM: Jon Sondergaard,LEG v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal r Project Manager Date:a AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Permit No. DPD Figure 1 Spi Copies To: -�: ►mart f'i �• `_ �� rrra _urea ■n�ur,..:_a..;!_hr, �r �e_il� ponded � l� water/loose soils � Field — D. Principalv.6/14 This.. DRAFTuntil signed or initialed by an AESI Principtl or Project-Manoger a s s o c i a t e d earth sciences03 FIELD REPORT ill o r p 0 I �, I a cl Page 1 of 2 911 Fifth Avenue Date Project Name i Project No. Kirkland,Washington 98033 2-28-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`"Avenue NE Arlington Clear 40's www.aesgeo.com Permit No. DPD No. Report No. 7 3 Y 24 Engineer/Architect TO: GS Venture Partners P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 �Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the client,for construction monitoring of earthwork activities for the"Gayteway Business Park" project. Upon arrival,we met with Chris of USVET. Mass Grading Prior to arrival,the earthwork contractor had continued mass grading processes near the east end of the site. The earthwork contractor informed us that they had placed approximately 5-7'(north to south)of fill material over the southeast corner of the site (proposed parking area)and that the adjacent east cut slope had been re-graded to an approximately 2H:1V inclination. The contractor noted the fill had been placed in a series of lifts,and compacted via vibratory roller(process not observed). Additionally, the earthwork contractor noted the fill had come from several different local sources over the course of approximately 1-2 years. AESI observed the fill material exposed at the surface generally consisted of gray silty gravelly SAND with trace cobbles and appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 1-3". In an effort to observe at depth soil conditions;AESI recommended a series of potholes be dug in the new fill area,soil samples be collected (as necessary for proctor analysis),and that density testing be conducted. As no equipment was available during our time of observation,AESI and the earthwork contractor will schedule the above recommended excavations for next week. See Figure 1. Copies To: Distribution Field Rep: Jon D.Hansen,S7Principal lnrProi Date Mailed: 7_15_19 Principal/PM: Matt Miller, P.E-v.6/14 This document is considered a DRAFT until signed or initialed by an AE5 Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 2-28-19 Project No.: 150563E001 Permit No. DPD No. Figure 1 loom .,u, •• • ti •'1 I t -�" -- i ' .+ Copies To: Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: Principal/PM: Matt Miller,P.E. v 5/1d This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 6-24-19 Gayteway Business Park 150563E001 Phone: 425-827-7701 Location Municipality Weather p y e Fax: 425-827-5424 20015 671h Avenue NE Arlington Cloudy 60's www.aesgeo.com Permit No.� �DPD No. Report No. �l y� 25 TO: GS Venture Partners Engineer/Architect _ P.O. Box 1727 Client/Owner Bellevue,WA 98009-1727 GS Venture Partners _ ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the contractor,for construction monitoring of earthwork activities for the"Gayteway Business Park"project. Upon arrival,we met with Nick of USVET. Mass Grading Prior to arrival,the earthwork contractor had begun mass grading processes for a proposed building pad area located near the northwest corner of the site. The contractor informed us they had removed approximately 7-10'(N-S)of material(generally 2'thick layer of gray to dark gray gravelly SAND with trace silts overlying woody debris)from the area to expose the underlying native outwash soils(mottled brown very gravelly SAND). Additionally,the contractor informed us they had re-compacted the exposed native soils,via large vibratory roller,and had stockpiled some of the above excavated native and fill soils for potential structural backfill. AESI observed the native soils had been exposed throughout the bottom of current excavation area and appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 3-4". The contractor informed us they would begin placing some of the re-used existing fill soils(described above)in the north parking area and would compact the material in a series of approximately 1'loose lifts. AESI recommended the contractor remove pieces of woody debris from the soil and wet the material down(to at/near optimum moisture levels)prior to compaction. AESI collected soil samples of the proposed backfill materials for proctor testing. Lab results to follow. See Figure 1. Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: Principal/PM: Matt Miller,P.E. v.6/14 J U L V isWAent is considered a DRAFT until signed or initialed by an AESI Principal or Proje Manager AESI FIELD REPORT ' Page 2 of 2 To: Project Name: Gayteway Business Park Date: 6-24-19 Project No.: 150563E001 Permit No. DPD No. Figure 1: Mass Grading for Northwest Building Pad(shown in red) r 1. - £A A, Nt .;. Copies To: Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: Principal/PM: Matt Miller,P.E. v.G/la This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o i a I e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 6-26--19 Ga_yteway Business Park _ 150563EO01 M Phone: 425.827-7701 Location unicipality Weather Fax: 425-827-5424 20015 67'6 Avenue NE Arlington Sunny 70's www.aesgeo.com Permk No. DPD No. Report No. 26 TO: GS Venture Partners ErWneer/Architect _ P.O. Box 1727 Client/Owner Bellevue,WA 98009-1727 _ GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent THE FOLLOWING WAS NOTED: USVET/Chris AESI was onsite part-time,at the request of the contractor,for construction monitoring of earthwork activities for the"Gayteway Business Park"project. Upon arrival,we met with Nick of USVET. Mass Grading(Building B) Trending generally north to south,earthwork crews continued mass grading processes for proposed building pad B(located near the northwest corner of the site. The contractor informed us they had placed approximately 2-4'(S-N)of material(generally brown gravelly SAND)over the recently re-compacted native outwash soils. The material was compacted/re-compacted(as recommended) in a series of 8-12"loose lifts via large vibratory roller and appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 1-4". At the recommendation of AESI,the material was wet to at/near optimum moisture levels, via water truck,during placement. AESI conducted density testing on the compacted fill to confirm the specified minimum compaction(95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Density Results e th ft below fsg) %Moist Dry Densitypcf) Proctor(pcf) %Proctor P/F DTI Grading/See Figure 1 -7 6.3 119.2 122.1 97.6 P DT2 Grading/See Figure 1 -5 7.5 116.4 122.1 95.3 P DT3 Grading/See Figure 1 -7 7 117.9 122.1 96.6 P DT4 Grading/See Figure 1 1 -10 7.4 1 120 1 122.1 1 98.3 P DT5 Grading/See Figure 1 -8 8.3 116.2 1 122.1 95.2 P Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geo _ Date Mailed: JUL D 3 2019 _ Principal/PM: Matt Miller,P.E. > V.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Pro4ct Manager J AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 6-26-19 Project No.: 150563E001 Permit No. DPD No. Figure 1: Mass Grading for Northwest Building Pad(shown in red) ...� T e / 17� -sf- Copies To: Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: Principal/PM: Matt Miller,P.E. v,6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT i r" c o r P o r a t e d Page 1 of 2 911 fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 6-27-19 _ G_aytewa__y__Business Park_ _ _ 150563E001 Phone: 425-827-7701 Loeatlon� Munlcipality Weather Fax: 425-827.5424 20015 671h Avenue NE Arlington Cloudy 60's www,aesgeo.com Permit No. MD No. Report No. 27 Engineer/Architect TO: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte I General Contractor/Superintendent LUSVET /Chris AS REQUESTED BY: Contractor ork/Superintendent /Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the contractor,for construction monitoring of earthwork activities for the"Gayteway Business Park"project. Mass Grading(Building B) Trending generally north to south,earthwork crews continued mass grading processes for proposed building pad B(located near the northwest corner of the site. The contractor informed us they had placed approximately 3'of material(generally grayish brown gravelly SAND with trace silts)over the recently placed/compacted/observed structural fill. The material was compacted/re- compacted(as recommended)in a series of 8-12"loose lifts via large vibratory roller and appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 1-4". At the recommendation of AESI,the material was wet to at/near optimum moisture levels,via water truck,during placement. AESI conducted density testing on the compacted fill to confirm the specified minimum compaction(95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Grading/See Figure 1 -6 8.4 121 122.1 99.1 P DT2 Grading/See Figure 1 -5 7.6 116.7 122.1 95.6 P DT3 Grading/See Figure 1 -5 5.3 119.5 122.1 97.9 P DT4 Grading/See Figure 1 -8 7 120 1 122.1 1 98.3 P DT5 Grading/See Figure 1 -8 9.2 116.3 122.1 95.2 P DT6 Grading/See figure 1 -9 7.7 119.9 122.1 98.2 1 P Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff Geol Date Mailed: JUL 0 3 2019 Principal/PM: Matt Miller,P.E. v-6/14 This document is considered a DRAFT until signed or initialed by on AESI Principal or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 6-27-19 Project No.: 150563E001 Permit No. DPD No. Figure 1: Mass Grading for Northwest Building Pad(shown in red) 67TH AVENUE NE cata*a+n,alc �' -- 7rrRr.�..5:��«,.—`�...m=. ..__•�__=..may._ *44 1 • I Y t , BUILOING'B' .. I t •r.ozeo WI uc . L �r, 1 1 i e94 t,:i .4 1k aJ 1 e Copies To: Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: Principal/PM: Matt Miller,P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT incorporated I Page 1 of 2 911 Fifth Avenue Date Project Name Project No. i Kirkland,Washington 98033 6-28-19 1 Gaytewa_y_Business Park _ 250563E001_ Phone: 425-827-7701 Location Munlclpallty Weather I Fax: 425-827-5424 20015 67a'Avenue NE Arlington Cloud 60's www.aesgeo.com Permit No. DPD No. Report No. 17 3 —— —1 28 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/Owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayle Genera)Contractor/Superintendent ' USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the contractor,for construction monitoring of earthwork activities for the"Gayteway Business Park"project. Mass Grading(Building B) No further work was completed on this task during our time of observation. The earthwork contractor's foreman(Chris)informed us that they had run out of material to complete fill processes for the north end of the building pad and that they planned to re-use excavated material from the proposed building pad excavation to the south(Building Q. The contractor noted they would inform us as earthwork processes resume and would continue to remove some surficial vegetation around the building areas until that time. See Figure 1. Copies To: Distribution ) Field Rep: Jon D.Hansen,Sr.Staff Geol Date Mailed: JUL O J ZO t 19 Principal/PM: Matt Miller,P.E. 77�Wn_ v 6/1 d This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 6-28-19 Project No.: 150563EO01 Permit No. DPD No. Figure 1: Current Extent of Mass Grading for Building Pad 0(shown in red) 67TH AVENUE NE J- 0 BUILDING'B' Flil' LOT • .......... 4.� Copies To: Field Rep: Ion D.Hansen,Sr.Staff Geologist Date Mailed: Principal/PM: Matt Miller,P.E. v.6/H This document is considered DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT c c, P o r d L e 0 Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-21-19 i Gayteway Business_Park_ _ 15056_3EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425 827-5424 20015 6714 Avenue NE Arlington Lt Rain 70's _ www.aesgeo.com Permit No. DPD No. Report No. 3 29 Engineer/Architect TO: GS Venture Partners_ Craft Architects P.O. Box 1727 Olent/Owner Bellevue,WA 98009-1727 _ _GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the earthwork contractor,for construction monitoring of earthwork activities for the "Gayteway Business Park" project. Mass Grading(Building B) Prior to our arrival,the earthwork contractor had resumed grading processes for the north half of proposed Building B. AESI observed the contractor had placed approximately 5'of material(generally dark gray silty gravelly SAND with few pieces of 2" diameter asphalt and concrete)atop the previously observed/tested fill (brown gravelly SAND) and compacted the material via large vibratory roller. The compacted fill appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 1-2.5"respectively. The contractor noted the new fill material had been derived from a cut located along the western portions of proposed Building C and that use of recycled material had been discussed with city officials prior to placement. As use of the recycled material can not accurately tested via nuclear densometer;AESI recommended the material continue to be placed/compacted in a series of lifts(not exceeding 8"in thickness)and be performance evaluated(visual and with T-probe)during compaction. The contractor informed us they planned to continue grading processes for Building B throughout the week and that a survey crew would be onsite tomorrow to finish staking the building corners. See Figure 1. Mass Excavation(West Building B Parking Areas) Prior to our arrival,AESI observed the earthwork contractor had removed approximately S-6'of organic laden fill(dark brown silty SAND with woody debris)near the northwest corner of the site and exposed the underlying native recessional outwash soils (generally mottled brown gravelly SAND) in several areas of the excavation. The contractor informed us the unsuitable structural fill material would likely be screened for landscape purposes and was currently being stockpiled in an area near the south end of the site. See Figure 1. Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: 8/26/2019 Principal/PM: Matt Miller,P.E. '� A,/o v 6/14 This document is considered a DRAFT until signed or initialed by on AESI Principal or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-21-19 Project No.: 150563E001 Permit No. DPD No. Figure 1: Building B Earthwork Activities 67TH AVENUE NE COJCCroI.Mtll. L M 11 � { 1 rw \I 1 C oc tit) 7 •�r iur�rtat parkin_ areas I in red) Approximate location pad(in green) 1 a+; � 1 1 I, 1 Copies To: Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: 8/26/2019 Principal/PM: Matt Miller,P.E. v 6/1-1 This document is considered a DRAFT until signed or initialed by an AES!Principal or Project Manager ~ a s s o c i a t e d earth sciences FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-23-19 I Gayteway Business Park 150563EO01 Phone: 425-827-7701 location Municipality Weather Fax: 425-827-5424 20015 67"'Avenue NE Arlington Overcast 60's www.aesgeo.com Permit No. DPD No. Report No. 75S 30 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,for construction monitoring of earthwork activities for the "Gayteway Business Park"project. Mass Grading,(Building B) Prior to our arrival,the earthwork contractor had resumed grading processes for the north half of proposed Building B. AESI observed the contractor had placed approximately 1-2'of material(generally brown gravelly SAND/derived from native cut near SE corner of project)that was wet to at/near optimum moisture levels(per AESI's recommendation)and compacted via large vibratory roller. The compacted fill appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 2-3" respectively. AESI conducted density testing on the fill material to confirm the specified minimum compaction for the proposed building pad area(95%ASTM 1557). The contractor was informed of all density results listed below. See Figure 1. Mass Excavation(West Building B Parking Areas) Prior to our arrival,the earthwork contractor had continued removal of approximately 5-6'of organic laden fill(dark brown silty SAND with woody debris) near the northwest corner of the site and exposed the underlying native recessional outwash soils (generally mottled brown gravelly SAND)throughout the bottom of the excavation. The contractor informed us the unsuitable structural fill material would likely be screened for landscape purposes and the area would be filled with suitable structural fill as the excavation processes are completed. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DTI Grading/See Figure 1 -5 5.6 121.4 122.1 99.4 P DT2 Grading/See Figure 1 -6 6.7 118.6 122.1 97A P DT3 Grading/See Figure 1 -6.5 7.1 120.2 122.1 98.4 P DT4 Grading/See Figure 1 -5 5.7 117.3 122.1 96.1 P DT5 Grading/See Figure 1 -4 6.3 120.5 122.1 98.7 P Copies To: Distribution Field Rep: }on D.Hansen,Sr.Staff Geologist Date Mailed: 8/30/2019 Principal/PM: Matt Miller,P.E. I V 6/14 This document is considered a GRAFT until signed or initialed by on AESI Principal or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-23-19 Project No.: 150563EO01 Permit No. DPD No. Figure 1: Building 8 Earthwork Activities 67TH AVENUE NE .1 ------- ------- -AWL-. Q-a- 4- BUILDING'B* LO A i a loll Approximate location C. ol'grading lbr building pad(in green) Copies To: Field Rep: Ion D. Hansen,Sr.Staff Geologist Date Mailed: 8/30/2019 Principal/PM: Matt Miller,P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager ^� a s s o c i a t e d earth sciences FIELD REPORT I� o , J I cl Pagel of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-26 19 Gayteway Business Park 150S63EO01 Phone: 425.827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`"Avenue NE Arlington Sunny 70's www,aesgeo.com Permit No. DPO No. Report No. 3 31 Engine/Architect TO: GS Venture Partners Craft Architects P.O. Box 1727 went/owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park"project. Mass Grading(Building B) Prior to our arrival,the earthwork contractor had continued grading processes for the northwest corner of proposed Building B and the adjacent NW entrance area. AESI observed the contractor had placed approximately 1-5'(E-W) of material(generally brown gravely SAND/derived from above noted footing excavation processes)that was wet to at/near optimum moisture levels(per AFSI's recommendation)and compacted/re-compacted(as recommended)via large vibratory roller. The compacted fill appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 2-3"respectively. AESI conducted density testing on the compacted fill material to confirm the specified minimum compaction(95%ASTM 1557). The contractor was informed of all density results listed below and noted they would continue grading processes tomorrow(8/27/19). See Figure 1. Footing Excavation(South Perimeter Footing for Excavation(South Perimeter Footing for Building Trending east along the southern margins of the building pad,earthwork crews began footing excavation processes for Building B. AESI observed the contractor had removed approximately 3.5'of material(generally V of existing fill overlying native recessional soils)and used the generated spoils in the above noted mass grading processes for Building B. The contractor noted they had several questions regarding the geotechnical engineer's subgrade preparation recommendations and that they would contact him, Jon Sondergaard,before beginning backfill processes for the over-excavated area. See Figure 1. Density Results Test N Location Depth(ft below fs ) %Moist Dry Density( cf) Proctor(pcf) %Proctor P/F DT1 Grading/See Figure 1 -3 6.7 118.3 122.1 96.9 P DT2 Grading/See Figure 1 -4 7.1 116.4 122.1 95.3 P DT3 Grading/See Figure 1 -2.5 5.4 120.2 122.1 98.4 P DT4 Grading/See Figure 1 -2 6 118.6 122.1 97.1 P DTS Grading/See Figure 1 -2 7.1 117.5 122.1 96.2 P DT6 Grading/See Figure 1 -3 6.6 119.2 122.1 97.6 P Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff is Date Mailed: 8/30/2019 Principal/PM. Matt Miller,P. \ v 6/14 This document is considered a DRAFT until signed or initioled by on AESI Principal or Pro ct Manag r AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-26-19 Project No.: 150563EO01 Permit No DPD No, Figure 1: Building B Earthwork Activities 67TH AVENUE NEy.,w 1A.M ____ ., _.___. ..__._.. �vp' tp1i?1'.+i- y1��1•1,..,'y.F:t,.ry�. f _ .emu.,.;-•- .,r „ 7I •N I BUILDING 'B' ~ LOT 2 "I Approximate location K I ,�• "I I I I � f4 buildingpad(in green) i .;�I • .�..•�,:F'";�' �, u a e•1 r t Y T. I I a{u U1 PC I I i Copies To: Field Rep: Jon D. Hansen,Sr,Staff Geologist Date Mailed: 8/30/2019 Principal/PM: Matt Miller,P.E. /t f This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-27-19 Gayteway Business Park 15OS63EOOI Phone: 425-821-7101 Location Municipality Weather Fax: 425-827-5424 20015 6716 Avenue NE Arlington Sunny 70's www.aesgeo.com Permit No. OPO No. Report No. 7 32 Engineer/Architect TO: GS Venture Partners Craft Architects P.O. BOX 1727 Client/Owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent i USVET/Chris I THE FOLLOWING WAS NOTED: AESI was onsite part time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park"project. Mass Excavation (Southeast Parking Area and East Perimeter Footings for Building B) Trending generally north along the eastern portions of Buildings 8 and C,earthwork crews continued excavation processes for the southeast parking area(adjacent Building C)and a section of east perimeter footing for Building B. AESI observed the contractor had removed approximately 3.5'of material(generally 1'of existing fill overlying native recessional soils)and used the generated spoils in the mass grading processes for Building B. See Figure 1. Mass Grading(Building Bj Prior to our arrival,the earthwork contractor had continued grading processes for the northwest corner of proposed Building B and the adjacent NW entrance area. AESI observed the contractor had placed approximately 2'of material(generally brown gravelly SAND/derived from above noted mass excavation processes)that was wet to at/near optimum moisture levels(per AESI's recommendation)and compacted/re-compacted(as recommended)via large vibratory roller. The compacted fill appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 2-3"respectively. AESI conducted density testing on the compacted fill material to confirm the specified minimum compaction(95%ASTM 15S7). The contractor was informed of all density results listed below. See Figure 1. Density Results Test 4 Location Depth(ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Grading/See Figure 1 -4 7 120.7 122 1 98.9 P DT2 Grading/See Figure 1 -4 I 6.5 118.4 122.1 97.0 P DT3 Grading/See Figure 1 -4 6.6 119.2 122.1 97.6 P DT4 Grading/See Figure 1 -4 5.3 117.6 122.1 96.3 P DT5 Grading/See Figure 1 -4 4.7 120 122.1 98.3 P DT6 Grading/See Figure 1 -4 6.1 118.4 122.1 97.0 P DT7 Grading/See Figure 1 -4 5.5 117.9 122.1 96.6 P Copies To: Distribution— Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: 9/4/2019 Principal/PM: Matt Miller,P.E. v 6/11 This document is considered o ORAFT until signed or inidoW by on AESI Pr cipol 71111J *111 r Prect 03 AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-27-19 Project No.: 150563E00I Permit No. DPD No. Figure 1: Building 6 Earthwork Activities 67TH AVENUE NE AN- 1 on ......... 20- BUILDING'B' aia AL 667, ....... .... -i-t;, v Approximate location of grading roi-building pad(in green) Copies To: Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: 9/4/2019 Principal/PM: Matt Miller,P.E. V 6/14 This document is considered DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences03 1 FIELD REPORT 1-) c o p o i a l +.) Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-28-19 Gayteway Business Park _ 150563E001 Phone: 42S-827-7701 location Municipality Weather fax: 425-827-5424 20015 67"1 Avenue NE Arlington Sunny 70's www.aesgeo.com I Permit No. DPD No. Report No. 1 7 3-2 33 Engineer/Architect TO: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AFSI was onsite part-time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park"project. Mass Excavation(Building C and Building B Loading Dock Areas) Trending generally north along the eastern portions of Buildings B and C,earthwork crews continued excavation processes for proposed loading dock areas. AESI observed the contractor had removed approximately 3.S'of material (generally 1'of existing fill overlying native recessional soils)and used the generated spoils in the mass grading processes for Building B. While continuing excavation processes in the southern portions of the proposed loading dock area for Building C,earthwork crews noted an odor and discoloration in an area of fill. The contractor immediately ceased excavation in the area and notified the Cient about the potentially contaminated material. The contractor noted they would elect to discontinue work in the area until receiving further direction from an environmental consultant and that none of the material in question had been used in the fill processes for Building pad B. See Figure 1. Mass Grading(Building B) Prior to our arrival, the earthwork contractor had continued grading processes for the northwest and northeast portions of proposed Building B. AESI observed the contractor had placed approximately 2-3'of material (generally brown gravelly SAND/derived from above noted mass excavation processes)that was wet to at/near optimum moisture levels(per AESI's recommendation)and compacted/re-compacted(as recommended),in a series of approximately 1'loose lifts,via large vibratory roller. The compacted fill appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 1 2" respectively. AESI conducted density testing on the compacted fill material to confirm the specified minimum compaction(95% ASTM 1557). The contractor was informed of all density results listed below. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist _Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Grading/See Figure 1 -2 5.3 118.4 122.1 97.0 P DT2 Grading/See Figure 1 -2 4.8 116.2 122.1 9S.2 P DT3 Grading/See Figure 1 -3 6 120.3 122.1 98.5 P DT4 Grading/See Figure 1 -2 5.5 117.7 122.1 96.4 P DT5 Grading/See Figure 1 -1 4.8 119.1 122.1 97.5 P Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: 9/4/2019 Principal/PM: Matt Miller,P.E. v 5/111 This document is considered a DRAFT until signed or initioled by on AESI Principal or Projec ana er a s s o c a t e d earth sciences FIELD REPORT I ci Page 1 of 2 ` 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-27-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather I Fax: 425-827-5a2a 20015 67"_Avenue NE_ I Arlington Sunny 70's www.aesgeo.com Permit No. I DPD No. Report No. 7 3 g 32 Engineer/Architect TO: GS Venture Partners _ Craft Architects P.O. Box 1727 Client/Owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park"project. Mass Excavation (Southeast Parking Area and East Perimeter Footings for Building 81 Trending generally north along the eastern portions of Buildings B and C,earthwork crews continued excavation processes for the southeast parking area(adjacent Building C)and a section of east perimeter footing for Building B. AESI observed the contractor had removed approximately 3.5'of material(generally 1'of existing fill overlying native recessional soils)and used the generated spoils in the mass grading processes for Building B. See Figure 1. Mass Grading(Building 8) Prior to our arrival,the earthwork contractor had continued grading processes for the northwest corner of proposed Building B and the adjacent NW entrance area. AESI observed the contractor had placed approximately 2'of material(generally brown gravelly SAND/derived from above noted mass excavation processes)that was wet to at/near optimum moisture levels(per AESI's recommendation)and compacted/re-compacted(as recommended)via large vibratory roller. The compacted fill appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 2-3"respectively. AESI conducted density testing on the compacted fill material to confirm the specified minimum compaction(95%ASTM 1557). The contractor was informed of all density results listed below. See Figure 1. Density Results Test $ Location Depth(ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) _ %Proctor P/F DTI Grading/See Figure 1 -4 7 120.7 122 1 98.9 P DT2 Grading/See Figure 1 -4 6.S 118.4 122.1 97.0 P DT3 Grading/See Figure 1 -4 6.6 119.2 122.1 97.6 P DT4 Grading/See Figure 1 -4 5.3 117.6 122.1 96.3 P DT5 Grading/See Figure 1 -4 4.7 120 122.1 98.3 P DT6 Grading/See Figure 1 -4 6.1 118.4 122.1 97.0 P DT7 I Grading/See Figure 1 -4 5.5 117.9 122.1 96.6 P Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Geolo list Date Mailed: 9/4/2019 Principal/PM: Matt Miller,P.E. v 5/11 This document is considered a DRAFT until signed or initialed by an AF51 PrIdipalor Project M er a s s o c i a t e d earth sciences FIELD REPORT n r p o i I d Page 1 of 2 91 1 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 8-29-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671^Avenue NE Arlington Sunny 70's www.aesgeo.com Permit No. DPD No. Report No. ( 7 32 1 34 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent _USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor, to conduct density testing and construction observations for the"Gayteway Business Park" project. Mass Excavation (Building B) Trending generally north near the southwest portions of Building B,earthwork crews began over-excavation processes for the proposed building pad (per geotechnical recommendations). AESI observed the contractor had removed approximately 2'of material(generally 1'of existing fill overlying native recessional soils) and used the generated spoils in the mass grading processes for Building B. The contractor noted they were following previously made recommendations by the geotechnical engineer(Jon Sondergaard) and that he would likely be onsite later this week to observe the over-excavated areas. See Figure 1. Mass Grading(Building B) Prior to our arrival,the earthwork contractor had continued grading processes for the north portions of proposed Building B. AESI observed the contractor had placed approximately 2' of material (generally brown gravelly SAND/derived from above noted excavation processes)that was wet to at/near optimum moisture levels(per AESI's recommendation)and compacted/re-compacted (as recommended), in a series of approximately 1' loose lifts,via large vibratory roller. The compacted fill appeared firm/unyielding (during our time of observation)with corresponding T-probe depths of 1-2"respectively. AESI conducted density testing on the compacted fill material to confirm the specified minimum compaction (95%ASTM I557). The contractor was informed of all density results listed below. See Figure 1. Density Results Test q Location Depth(ft below fsg) %Moist Dry Density cf) Proctor(pcf) %Proctor I P/F DTI Grading/See Figure 1 -4 S.6 120 122.1 98.3 P DT2 Grading/See Figure 1 -4 8 116.3 122.1 95.2 P DT3 Grading/See Figure 1 -4 6.1 118.3 122.1 96.9 P DT4 Grading/See Figure 1 -4 5.7 116.6 122.1 95.S P DTS Grading/See Figure 1 -4 6.6 118.2 122.1 96.8 P DT6 Grading/See Figure 1 -4 6.1 117.3 122.1 96.1 P Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff Date Mailed: 9/4/2019 Principal/PM: Matt Miller, P.E. -2i-7,,4- v 6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Prci Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 8-29-19 Project No.: 150563EO01 Permit No. DPD No. Figure 1: Building 8 Earthwork Activities 67TH AVENUE NE F M" 7M, P LA Its— DING'13' LOT pproximate locatton (lildim-,pild 011 rcd) 4� Vol C'l Copies To: Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: 9/4/2019 Principal/PM.. Matt Miller,P.E. v.6/14 This document is considered a DRAFT until signed or initialed by on AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT I n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date f Project Name Project No. Kirkland,Washington 98033 9-3-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Overcast 60's www.aesgeo.com Permit No. DPD No. Report No. 173 35 Engineer/Architect TO: GS Venture Partners Craft Architects P.O. Box 1727 Client/Owner Bellevue,WA 98009-1727 GS Venture Partners ATTN: Chris Gay_te General Contractor/Superintendent i USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park"project. Mass Excavation (Building B) Trending generally west near the southeast portions of Building B,earthwork crews continued over-excavation processes for the proposed building pad(per geotechnical recommendations). AESI observed the contractor had removed approximately 2'of material(generally brown gravelly SAND with trace silts)and used the generated spoils in the mass grading processes for Building B. See Figure 1. Mass Grading(Building B) Prior to our arrival,the earthwork contractor had continued grading processes for the north portions of proposed Building B. AESI observed the contractor had placed approximately 1-1.5'of material (derived from above excavation processes and as described) that was wet to at/near optimum moisture levels(per AESI's recommendation)and compacted/re-compacted(as recommended),in a series of approximately 1'loose lifts,via large vibratory roller. The compacted fill appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 1-2"respectively. AESI conducted density testing on the compacted fill material to confirm the specified minimum compaction(95%ASTM 1557). The contractor was informed of all density results listed below. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Grading/See Figure 1 -1 4.7 121.2 122.1 99.3 P DT2 Grading/See Figure 1 -.5 5.3 118.4 122.1 97.0 P DT3 Grading/See Figure 1 -.5 4.7 117.9 122.1 96.6 P DT4 Grading/See Figure 1 -1 4.3 120 122.1 98.3 P DT5 Grading/See Figure 1 -1 5.7 116.3 122.1 95.2 P Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff G I gist Date Mailed: 9/9i2019 Principal/PM: Matt Miller, P.E. Ct,� v.n/14 This document is considered a DRAFT until signed or initialed by an AESI Pri cipal or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-3-19 Project No.: 150563E001 Permit No. DPD No. Figure 1: Building B Earthwork Activities 67TH AVENUE NE YOi1CC10AMilA{1:i ,' 2T / NNv m .DR.IVG l r i uw •P;1. 1 1 ��L_ _ •,nWr: 1 i � Y I I Copies To: Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: 9/9/2019 Principal/PM: Matt Miller, P.E. V.6/1e7 This document is considered a DRAFT until signed or initialed by on AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT I ,1 c 0 1- P 0 f d I d Pagel 0f 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-4-19 �Gayteway Business Park 150563E001 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE Arlington Overcast 60's www.aesgeo.com Permit No. 3 DPD No. Report No. 1 36 Engineer/Architect To: GS Venture Partners Craft Architects_ P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park" project. Mass Excavation(Building C Parking Areas) Trending generally west near the southeast corner of Building C,earthwork crews resumed mass excavation processes for the buildings adjacent parking areas. Using a large excavator, the contractor removed 2-3'of material(generally brown to grayish brown gravelly SAND with trace silts)from the area and used the generated spoils in the below noted fill processes. Mass Grading(Building B) Prior to our arrival,the earthwork contractor had continued grading processes for the southern portions of proposed Building B(in previously over-excavated area). AESI observed the contractor had placed approximately 1-1.5'of material(derived from above excavation processes and as described)that was wet to at/near optimum moisture levels(per AESI's recommendation)and compacted/re-compacted(as recommended),in a series of approximately 1' loose lifts,via large vibratory roller. The compacted fill appeared firm/unyielding(during our time of observation)with corresponding T-probe depths of 1-3"respectively. AESI conducted density testing on the compacted fill material to confirm the specified minimum compaction(95%ASTM 1557). The contractor was notified of all density results listed below and informed AESI that earthwork activities in Building B may slow while they wait for the results of several recently submitted environmental samples(taken from soil adjacent a large concrete filled tank). AESI recommended the contractor notify AESI prior to resuming fill processes. See Figure 1. Density Results Test tt Location Depth(ft below fs ) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Grading/See Figure 1 -1 7.2 117.1 122.1 95.9 P DT2 Grading/See Figure 1 -1 5.5 119.9 122.1 98.2 P DT3 Grading/See Figure 1 -0.5 6.8 116.5 122.1 95.4 P DT4 Grading/See Figure 1 0.5 6.4 117.3 122.1 96.1 P DT5 Grading/See Figure 1 1 5.3 120.2 122.1 98.4 P Copies To: Distribution Field Rep: Jon D.Hansen,Sr.Staff le Date Mailed: 9/9/2019 __ _._ Principal/PM: Matt Miller, P.E. 1) v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Mahager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-4-19 Project No.: 150563EO01 Permit No. DPD No. Figure 1: Building B Earthwork Activities 67TH AVENUE NE - IZOilFZtC'I+R'C vlk� sk i��u crrrV Approximate locatioli of grading for buildin :ice t.,� — 1 green) T' r I OlA t / ,. erx: �« I BUILDING'S' N , 1 ,r I cr r rMOC i A ' r •lt1 Yf M riu,� lie.� '�t", •�•e:a��:�' t--i�'�y� {1�.{' - •_..�I - � ... >� � c•c r. At t L JIB; i I.•iY '-' '• "_tom�. I Copies To: Field Rep: Jon D.Hansen,Sr.Staff Geologist Date Mailed: 9/9/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT " n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-11-19 Gayteway Business Park 150563E001 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67th Avenue NE Arlington Cloudy 60's www.aesgeo.com Permit No. DPD No. Report No. 3 j " 37 Engineer/Architect TO: GS Venture Partners Craft Architects P.O. BOX 1727 Client/Owner Bellevue, WA 980_09-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris ----------.... - ---- ..----------- AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park" project. Mass Grading(Building C) Prior to our arrival,the earthwork contractor had continued mass grading processes near the south and central portions of Building C. The contractor informed us they had cut the southern portions of the building pad to approximately 2'below finish grade(per geotechnical recommendations)and had re-compacted the exposed subgrade(generally a mix of native and existing fill soils)via large vibratory roller. Using a large excavator,the contractor continued over-excavation processes on a recently discovered area of unsuitable existing fill (generally dark brown silty gravelly SAND with debris) located in the central portions of the proposed building pad. During our time of observation,AESI noted the contractor had removed approximately 4-8' (S-N)of the above noted fill material and had stockpiled the unsuitable fill near the south end of the site. Per prior recommendations,the contractor noted they would contact the project's geotechnical engineer(Jon Sondergaard)to observe the exposed subgrade before beginning fill processes and would notify AESI prior to placing fill material. See Figure 1. Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: Wt7/2-M0 4 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Pr' cipnProi!tMan ger AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-11-19 Project No.: 150563E001 Permit No. DPD No. Figure 1: Building C Earthwork Activities I II Appr ximatc location n t rnrer-ew'lx Tted debris laden lilt soils v — din-redj t`n "x � t Approximate location lCof re-compacted a I I I i — i Ave r ZdW sF Am&I - OF Copies To: Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: q/17/2019_ Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by on AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT incorporated Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-16-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67th Avenue NE Arlington Cloudy 60's www.aesgeo.com Permit No. DPD No. Report No. 1738 38 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park" project. Mass Gradinp,(Building C) Prior to our arrival,the earthwork contractor had continued mass grading processes near the north and central portions of Building C. Using a large excavator,the contractor removed approximately 2' of material (generally brownish gray gravelly SAND with trace silts)from the southern portions of the proposed building pad area and placed the material as fill in a recently over-excavated area to the immediate north. AESI observed the fill was placed in a series of approximately 1' loose lifts and compacted/re-compacted (as recommended)to a firm/unyielding condition (corresponding T-probe depths of 2-3")via large vibratory roller. AESI conducted density testing on the structural fill to confirm the specified minimum compaction for the building pad area (95%ASTM 1557). The contractor was notified of all density results listed below and noted they would continue grading activities in the area tomorrow.See Figure 1. Density Results Test# Location Depth (ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Grading/See Figure 1 -6 9.8 118.5 122.1 97.1 P DT2 Grading/See Figure 1 -6 10.1 120.4 122.1 98.6 P DT3 Grading/See Figure 1 -4 8.2 117.7 122.1 96.4 P DT4 Grading/See Figure 1 -3 9.7 120 122.1 98.3 P DT5 Grading/See Figure 1 -3 7.6 118.2 122.1 96.8 P DT6 Grading/See Figure 1 -6 8.8 116.9 122.1 95.7 P Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff Geologist ° Date Mailed: 9/23/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or P ject Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-16-19 Project No.: 150563EO01 Permit No. DPD No. Figure 1: Building C Earthwork Activities � I t T- DO Dt2 Approximate location of fill in over-ex area (in green 1 i Ii- ' I it W DO r I _ J 7 DW Approximate location NJof • • ..• orange) I ITAV MTAUMWIZdW 8F p glow OF Copies To: Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: 9/23/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o i a t o d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-17-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`h Avenue NE Arlington Lt Rain 60,s www.aesgeo.com Permit No. DPD No. Report No. 1738 39 Engineer/Architect TO: GS Venture Partners Craft Architects P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct density testing and construction observations for the "Gayteway Business Park" project. Mass Grading(Building C) Prior to our arrival,the earthwork contractor had continued mass grading processes for the northwest portions of Building C. Using a medium-sized dozer,the contractor placed approximately 1-1.5' of 3" minus crushed recycled concrete(from onsite stockpile)and compacted/re-compacted(as recommended)the material via large vibratory roller. Per ASTM methodology for evaluating over- sized material;AESI performance evaluated the crushed product, both visually and with a .5"steel T-probe,and observed the material to be firm (corresponding T-probe depths of 1-2.5")and unyielding(under the wheel load of earthwork equipment). Based on the above observations; it is the opinion of AESI that the compacted fill is currently suitable. The contractor informed us they would continue using the recycled material throughout the week and that the current grades were approximately 2-4' (S-N) below finish subgrade elevations. See Figure 1. Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff Geolo ist Date Mailed: 9/23/2019 Principal/PM: Matt Miller, P.E. v 6/14 This document is considered a DRAFT until signed or initialed by an AESI naloct Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-17-19 Project No.: 150563E001 Permit No. DPD No. Figure 1: Building C Earthwork Activities F -T- I I I ±67Mt-L--L:-- Approximate location of crushed concrete till i placement On green) F I : Kew I el COFFICIOR f a' IRMAL I I ZdW 8F JAVM9'0 OF 3,4 14 8F 44 44411. . 11 Kea 1 ; Copies To: Field Rep: Jon D. Hansen, Sr.Staff Geologist Date Mailed: 9/23/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-19-19 Ga tewa Business Park 150563EO01 y y _ Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67'h Avenue NE Arlington Overcast 60's www.aesgeo.com Permit No =DPD Report No. -- - Engineer/Architect To: GS_Venture Partners Craft Architects P.0 Box 1727 _ Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent _ __._.-_-- USVET/Chris _ AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park" project. Mass Grading(Building C) Prior to our arrival,the earthwork contractor had continued mass grading processes for Building C. Using a medium-sized doze and two off-road dump trucks,the contractor placed approximately 1-3' (S-N)of 3" minus crushed recycled concrete(from onsite stockpile)and compacted/re-compacted (as recommended)the material, in a series of approximately 1' loose lifts,via large vibratory roller. Per ASTM methodology for evaluating over-sized material;AESI performance evaluated the crushed product, both visually and with a .5"steel T-probe, and observed the material to be firm (corresponding T-probe depths of.5-1.5")and unyielding (under the wheel load of earthwork equipment). Based on the above observations; it is the opinion of AESI that the compacted fill is currently suitable. The contractor informed us they would likely complete grading processes for the remaining portions of the building pad (NE corner) by early next week and that they would elect to cover the recycled material with an approximately 6"thick layer of soil (brown gravelly SAND)during subsequent fine grading processes for the slab section. Additionally,and after recently receiving non-detect environmental lab results,the contractor noted that they would likely begin backfilling a recently over- excavated area (generally 10' deep and as directed by environmental consultant) near the SW portions of building C. The contractor informed us the area would be backfilled with the above noted crushed concrete product. See Figure 1. Copies To: Distribution Field Rep: Jon D. Hansen,Sr. Staff Geologist //252019 Date Mailed: 9 Principal/PM: Matt Miller, P.E._ v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Ma ager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-19-19 Project No.: 150563E001 Permit No. DPD No. Figure 1: Building C Earthwork Activities r -T- I ( ILD d° Approximate location of -- crushed concrete fill -TOIAL- placement(in green) :99 OF or- I��I Z 8F TAVEM 1 9,003 8F � Copies To: Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: 9/25/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AE51 Principal or Project Manager a s s o c i a t e d earth sciences incorporated FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 99033 9-23-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`h Avenue NE Arlington Rain 60's www.aesgeo.com Permit No. DPD No. Report No. 1738 41 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the earthwork contractor,to conduct density testing and construction observations for the "Gayteway Business Park" project. Mass Grading(Buildinp,C) Prior to our arrival,the earthwork contractor had continued mass grading processes for Building C. Using a medium-sized dozer and two off-road dump trucks,the contractor placed approximately 6-10" of onsite soils(brown gravely SAND)over the recently placed/observed crushed recycled concrete(3" minus)and compacted/re-compacted (as recommended)the material via large vibratory roller. The compacted fill appeared firm/unyielding (during our time of observation)with corresponding T-probe depths of 2-4" respectively. AESI conducted density testing on the material to confirm the specified minimum compaction for the proposed building pad area (95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Backfill (Plumbing Trench in Buildinp, B) Prior to our arrival,the plumbing subcontractor had begun backfill processes for a section of trench line located in the west and south portions of Building B. AESI observed the PVC pipes had been backfilled with approximately 2-3' of excavated material (brown SAND with few gravels) that had been compacted to firm/unyielding condition via tractor mounted hoe pack. AESI conducted in place density testing on the fill to confirm the specified compaction (95%ASTM 1557)and notified the earthwork contractor,via phone, of all density results listed below. The general contractor informed AESI that the remaining areas of backfill (generally 2-3'to final grades) would be completed tomorrow. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Grading/See Figure 1 approx fsg 10.2 119.2 122.1 97.6 P DT2 Grading/See Figure 1 approx fsg 9.6 116.5 122.1 95.4 P DT3 Grading/See Figure 1 approx fsg 9 118.3 122.1 96.9 P DT4 I Plumbing/See Figure 1 approx fsg 8.3 117 122.1 95.8 P DT5 Plumbing/See Figure 1 approx fsg 7.7 119.2 122.1 97.6 P DT6 Plumbing/See Figure 1 -2 9.5 116.3 122.1 95.2 P DT7 Plumbing/See Figure 1 -3 8.6 120.1 122.1 98.4 P Copies To: Distribution Field Rep: Jon D. Hansen,Sr. Staff Geologist Date Mailed: 9/25/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager ey AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-23-19 Project No.: 150563EO01 Permit No. 1738 DPD No. Figure 1: Approximate location of backfilled plumbing y� trench On;Teen) Dt� \ t Approximate location of till placement(in oran!e) Dt2 DO Copies To: Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: 9/25/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 9-24 19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 67`h Avenue N E Arlington Cloudy 60's www.aesgeo.com Permit No. DPD No. Report No. 1738 42 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park" project. Mass Grading(Building C) Prior to our arrival,the earthwork contractor had continued mass grading processes for northeast portions of Building C. Using a large excavator, the contractor placed approximately 1'of 3" minus crushed recycled concrete(from onsite stockpile)and compacted/re-compacted the material to a firm/unyielding condition (corresponding T-probe depths of 1-2.5")via large vibratory roller. The contractor informed us that they would elect to cover the area with an approximately 1'thick layer of onsite soil during subsequent fine grading processes. See Figure 1. Backfill(Plumbing Trench in Building B) Prior to our arrival,the plumbing subcontractor had completed the remaining backfill processes for a section of trench line located in southern portions of Building B. AESI noted the contractor had placed approximately 2-3'(W-E)of material(brown SAND with few gravels)and compacted the material to firm/unyielding condition(corresponding T-probe depths of 3")via tractor mounted hoe pack. AESI conducted in place density testing on the fill to confirm the specified compaction(95%ASTM 1557) and notified the earthwork contractor of all density results listed below. The earthwork contractor noted they would likely begin fine grading processes in the recently disturbed area later today. See Figure 1. Density Results Test# Location Depth(ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Plumbing/See Figure 1 approx fsg 9.1 118.2 122.1 96.8 P DT2 Plumbing/See Figure 1 approx fsg 7.7 120.3 122.1 98.5 P DT3 Plumbing/See Figure 1 approx fsg 10.5 116.1 122.1 95.1 P DT4 Plumbing/See Figure 1 approx fsg 10 117.5 122.1 96.2 P Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff Geolo i Date Mailed: 10/1/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by on AESI Principal or Project Manager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 9-24-19 Project No.: 150563EO01 Permit No. 1738 DPD No. Figure 1: ,approximate location of backtilled plumbing trench (in green) Dt4 pproximate location ass grading for buildi pad(in orange) A .� Copies To: Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: 10/1/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 10-23-19 Gayteway Business Park 150563E001 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671'Avenue NE Arlington Sunny 50's www.aesgeo.com Permit No. DPD No. Report No. 1738 45 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the earthwork contractor,to conduct density testing and construction observations for the"Gayteway Business Park" project. Plumbing Prior to our arrival,the plumbing subcontractor had completed installation and backfill processes for a series of plumbing trenches located within proposed Building C. The contractor noted the trenches had been backfilled with approximately 5.5-6.5' of excavated spoils(generally brown to grayish brown gravelly SAND with trace silts)that had been compacted,in a series of lifts,via tractor mounted hoe pack and jumping jack(around stub ups only). The compacted fill appeared firm/unyielding(during our time of observation) with corresponding T-probe depths of 1-3" respectively. AESI conducted in place density testing on the fill to confirm the specified minimum compaction for the proposed slab on grade section(95%ASTM 1557) and notified the contractor of all density results listed below. See Figure 1. Density Results Test# Location Depth (ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Plumbing/See Figure 1 approx fsg 8.3 117.3 122.1 96.1 P DT2 Plumbing/See Figure 1 approx fsg 8 119.4 122.1 97.8 P DT3 Plumbing/See Figure 1 -1 9.1 116.4 122.1 95.3 P DT4 Plumbing/See Figure 1 -2 9.6 117 122.1 95.8 P DT5 Plumbing/See Figure 1 -1 8.4 118.8 122.1 97.3 P DT6 Plumbing/See Figure 1 -1 6.6 117.9 122.1 96.6 P Density tests represent depths/locations only Copies To: Distribution Field Rep: Jon D. Hansen,Sr. o 1st Date Mailed: 11/5/2019 Principal/PM: Matt Miller,P. . v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principol or Project 4anoger AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 10-23-19 Project No.: 150563EO01 Permit No. 1738 DPD No. Figure 1: Plumbing Trenches in Building C y r — — - Dt6 II Dt5 14+ I I Dt-[ T I I I I I Approximate location of DO Approximate plumbing trench(in green) i h a a OFhM I Dc t IFESTALW/ z665 SF TAVERN ~a,00a _ a � K i Copies To: Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: 11/5/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered o DRAFT until signed or initialed by an AE51 Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT i n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name I Project No. Kirkland,Washington 98033 11-6-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 20015 671h Avenue NE I Arlington Foggy 40's www.aesgeo.com Permit No. DPD No. Report No. 1738 46 Engineer/Architect TO: GS Venture Partners Craft Architects P.O. BOX 1727 Client/Owner--- - - Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct construction observations for the"Gayteway Business Park" project. Storm(StormTech Chamber System A for Building B) Prior to our arrival,the earthwork contractor had completed mass excavation processes for a stormtech chamber system located near the northwest corner of Building B(infiltration gallery A). AESI observed the contractor had removed approximately 12'of material(generally 8'of previously placed/compacted fill soils overlying native outwash)and exposed the underlying native outwash throughout the bottom of the excavation and approximately 4' up the sides. The native outwash consisted of mildly stratified, brownish gray gravelly SAND with few cobbles. Per plans/specifications;AESI will conduct two infiltration tests(pit tests)per infiltration gallery to confirm the design rate of 13.7 inches/hour. Additionally,AESI recommended the contractor limit equipment traffic over the exposed native receptor soils(to mitigate compaction)and divert all construction stormwater from entering the area. See Figure 1. Copies To: Distribution Field Rep: Jon D. Hansen,Sr.Staff G ala Date Mailed: 11/13/2019 _ Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Pro ct onager AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 11-6-19 Project No.: 150563EO01 Permit No. 1738 DPD No. Figure 1: StormTech Chamber Excavation for Building B(shown in blue) 17 I-- ti4wna5c. +t7f.' p 1 p 1) G _ UILDING 'C' - z — e ' 4 -ate I LOT 2 I }� r lrctl LOT 1 Irv#yr' 'E 01 ew aae,ra'Mw•nrr+ tl 7J w r a w - p t' r JW S t ill4Ml ,* ea m. 44, xi 1 Copies To: Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: 11/13/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT n c o r p o r a t e d Page 1 of 3 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 11-8-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 Partly cloudy 20015 67th Avenue NE Arlington 40's www.aesgeo.com Permit No. DPD No. Report No. 1738 47 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time, at the request of the earthwork contractor,to conduct construction observations for the"Gayteway Business Park" project.AESI checked in with Matt Frause(Sierra). Storm(StormTech Chamber System A for Building B) Per plans/specifications(Storm Details,Geyteway Buisness Park,Sheet C2.3, 1/31/2019)AESI conducted two infiltration tests(pit tests)in infiltration gallery A to confirm the design rate of 13.7 inches/hour. The Infiltration test pits were excavated approximately 1 foot into the base of the currently excavated facility area with a steel-track- mounted excavator with an approximately 5.5-foot,grading bucket.AESI was informed by Nick Norby(USVET, LLC)that the current subgrade is at elevation 116 feet,which is the final native sediment subgrade for the facility per plan sheet C2.3.AESI squared up the test areas and scarified the bases using hand tools. Water for infiltration testing was provided from an on-site hose bib and a water truck,and conveyed to the testing locations using garden hose. Water was conveyed into the infiltration tests via electronic flow meters which digitally monitored the flow rate and total volume of water used. Water level was monitored in the infiltration test pits using staff gauges.AE51 recorded water levels,flow rates, and total volume of water used in each test at regular intervals.Flow testing continued for approximately 7 hours in IT-1 and 4.5 hours in IT-2.After flow testing,flow into the test areas was discontinued,and water levels were monitored as they fell until the test area went dry. IT-1 (south end of gallery A) Test elevation was set 1 foot below existing subgrade(elevation approximately 115 feet). Duration of flow:7 hours. Maximum head:0.05 feet.(area not fully wetted at maximum available flow rate) Head rise in last hour of test:0 feet Average steady-state flow rate:approximately 5.8 gallons per minute. Test area:approximately 12 square feet. Total water used:2,370 gallons. Field-based infiltration rate:56 inches/hour Copies To: Distribution Field Rep: Anton D.Ypma.Staff is Date Mailed: 11/13/2019 Principal/PM: Matt Miller, P.E. J v.6/14 This document is considered a DRAFT until signed or initialed by on AESI Principal or Pr ct M Hager AESI FIELD REPORT Page 2 of 3 To: Project Name: Gayteway Business Park Date: 11-8-19 Project No.: 150563EO01 Permit No. 1738 DPD No. IT-2(north end of gallery A) Test elevation was set 1 foot below existing subgrade(elevation approximately 115 feet). Duration of flow:4.5 hours(start was delayed due to need for water truck) Maximum head:0.26 feet Head rise in last hour of test:0.01 feet Average steady-state flow rate:approximately 6.5 gallons per minute. Test area:approximately 13 square feet. Total water used: 1,810 gallons. Field-based infiltration rate:48 inches/hour AESI discussed the facility subgrade with USVET, LLC.AESI recommended that the facility base be scarified with excavator bucket teeth.AESI also recommended that the facility be protected from rainfall and run-on over the weekend. USVET constructed a small berm around the perimeter of the facility,and plans to scarify the base area prior to placement of rock. Copies To: Field Rep: Anton D.Ypma. Staff Geologist Date Mailed: 11/13/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager AESI FIELD REPORT Page 3 of 3 To: Project Name: Gayteway Business Park Date: 11-8-19 Project No.: 150563EO01 Permit No. 1738 DPD No. Figure 1: StormTech Chamber Excavation for Building B(shown in blue) 7- - Lill arwwax �,. BUILDING'Er —2i VAN BUILDIh1G ,V' i �I �r•.��s - , nr_]QII•ice -,.. 1.1i LOT 1 ,i �-:' bra+rA.•uw► 11 y ,► �, L ��4��_=' ��_ Ate'--'t t��"''�.��*f•..._ti.j'a': Copies To: Field Rep: Anton D.Ypma.Staff Geologist Date Mailed: 11/13/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AE51 Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT n c o r p o r a t e d Page 1 of 2 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 12-3-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 _20015 671h Avenue NE Arlington Cloudy 40's www.aesgeo.com Permit No. DPD No. Report No. 1738 48 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor,to conduct construction observations for the"Gayteway Business Park" project. Storm (StormTech Chamber System B for Building B) Prior to our arrival,the earthwork contractor had completed mass excavation processes for a stormtech chamber system located near the northeast corner of Building B(infiltration gallery B). AESI observed the contractor had removed approximately 6'of material (previously placed/compacted fill soils consisting of gray gravelly SAND with trace to few silts overlying previously observed native outwash soils)and scarified the bottom of the excavation via excavator bucket(per prior recommendations). As the above fill soils were observed in the bottom of the excavation and infiltration into fill soils is generally prohibited per DOE guildlines;AESI notified the geotechnical engineer(Jon Sondergaard)about the above observations. Mr. Sondergaard noted he would be onsite tomorrow to assess the depth to native outwash soils and provide further recommendations as needed. After any further recommendations are completed and per plans/specifications;AESI will conduct two infiltration tests(pit tests) per infiltration gallery to confirm the design rate of 13.7 inches/hour. The contractor was notified,via phone conversation,about the above observations. See Figure 1. Backfill (Stormtech Chamber System A for Building B) Prior to our arrival and after recently completing infiltration testing,the earthwork contractor completed construction and backfill processes for stormtech chamber system A for Building B. The contractor informed us that after they completed construction and initial backfill processes(using 2" ballast),the area was backfilled with approximately 8'of onsite soils(brown SAND with few gravels and trace silts)that was compacted, in a series of lifts,via track mounted hoe pack and vibratory roller(process not observed). AESI observed the compacted fill appeared generally firm/unyielding(during our time of observation)with corresponding T-probe depths of 2-4.5". AESI conducted density testing on the backfill material to confirm the specified minimum compaction for the proposed pavement area (95%ASTM 1557). The contractor was notified of all density results listed below. See Figure 1. Copies To: Distribution Field Rep: Jon D. Hansen, Sr.Staff AGeologist ,, Date Mailed: 12/10/2019 Principal/PM: Matt Miller, P.E. 7`� WL&" v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager 01 AESI FIELD REPORT Page 2 of 2 To: Project Name: Gayteway Business Park Date: 12-3-19 Project No.: 150563EO01 Permit No. 1738 DPD No. Density Results Test# Location Depth (ft below fsg) %Moist Dry Density(pcf) Proctor(pcf) %Proctor P/F DT1 Backfill/See Figure 1 -0.5 8.8 116 122.1 95.0 P DT2 Backfill/See Figure 1 -0.5 7.4 117.9 122.1 96.6 P DT3 Backfill/See Figure 1 -0.5 8 116.3 122.1 95.2 P DT4 Backfill/See Figure 1 -0.5 8.6 117.1 122.1 95.9 P DT5 Backfill/See Figure 1 -0.5 7.7 118.8 122.1 97.3 P Figure 1: Building B Earthwork —----- - - Dt2 --. -- Dtl Dt5 Dt D0 - Area of backfill (shown in orange) BU1-DING'B' BUILDING V #.lace I •Riff�� V .a�srw I `I i LOT 2 Bldg : infiltration LOT 1 •. • � - i 4- (shown in blue) cM+' or..os E Copies To: Field Rep: Jon D. Hansen,Sr.Staff Geologist Date Mailed: 12/10/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager a s s o c i a t e d earth sciences FIELD REPORT in c o r p o r a t e d Page 1 of 4 911 Fifth Avenue Date Project Name Project No. Kirkland,Washington 98033 11-8-19 Gayteway Business Park 150563EO01 Phone: 425-827-7701 Location Municipality Weather Fax: 425-827-5424 Partly cloudy 20015 67`h Avenue NE Arlington 40's www.aesgeo.com. Permit No. DPD No. Report No. 1738 47 Engineer/Architect To: GS Venture Partners Craft Architects P.O. Box 1727 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent USVET/Chris AS REQUESTED BY: Contractor Earthwork/Superintendent USVET/Chris THE FOLLOWING WAS NOTED: AESI was onsite part-time,at the request of the earthwork contractor, to conduct construction observations for the"Gayteway Business Park"project.AESI checked in with Matt Frause(Sierra). Storm(StormTech Chamber System A for Building B) Per plans/specifications (Storm Details, Geyteway Buisness Park,Sheet C2.3,1/31/2019)AESI conducted two infiltration tests(pit tests)in infiltration gallery A to confirm the design rate of 13.7 inches/hour. The Infiltration test pits were excavated approximately 1 foot into the base of the currently excavated facility area with a steel-track- mounted excavator with an approximately 5.5-foot,grading bucket.AESI was informed by Nick Norby(USVET, LLC)that the current subgrade is at elevation 116 feet,which is the final native sediment subgrade for the facility per plan sheet C2.3.AESI squared up the test areas and scarified the bases using hand tools. Water for infiltration testing was provided from an on-site hose bib and a water truck,and conveyed to the testing locations using garden hose. Water was conveyed into the infiltration tests via electronic flow meters which digitally monitored the flow rate and total volume of water used. Water level was monitored in the infiltration test pits using staff gauges.AESI recorded water levels,flow rates,and total volume of water used in each test at regular intervals. Flow testing continued for approximately 7 hours in IT-1 and 4.5 hours in IT-2.After flow testing,flow into the test areas was discontinued,and water levels were monitored as they fell until the test area went dry. IT-1(south end of gallery A, Figure 2) Test elevation was set 1 foot below existing subgrade(elevation approximately 115 feet). Duration of flow:7 hours. Maximum head:0.05 feet.(area not fully wetted at maximum available flow rate) Head rise in last hour of test:0 feet Average steady-state flow rate: approximately 5.8 gallons per minute. Test area:approximately 12 square feet. Total water used: 2,370 gallons. Field-based infiltration rate:56 inches/hour Copies To: Distribution Field Rep: Anton D.ypma.Staff Date Mailed: 11/19/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Pri cipol or Pr ct&4ager AESI FIELD REPORT Page 2 of 4 To: Project Name: Gayteway Business Park Date: 11-8-19 Project No.: 150563E001 Permit No. 1738 DPD No. IT-2 (north end of gallery A, Figure 3) Test elevation was set 1 foot below existing subgrade(elevation approximately 115 feet). Duration of flow:4.5 hours(start was delayed due to need for water truck) Maximum head:0.26 feet Head rise in last hour of test:0.01 feet Average steady-state flow rate:approximately 6.5 gallons per minute. Test area:approximately 13 square feet. Total water used: 1,810 gallons. Field-based infiltration rate:48 inches/hour AESI discussed the facility subgrade with USVET, LLC.AESI recommended that the facility base be scarified with excavator bucket teeth.AESI also recommended that the facility be protected from rainfall and run-on over the weekend. USVET constructed a small berm around the perimeter of the facility,and plans to scarify the base area prior to placement of rock. Copies To: Field Rep: Anton D.ypma.Staff Geologist Date Mailed: 11/19/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager AESI FIELD REPORT Page 3 of 4 To: Project Name: Gayteway Business Park Date: 11-8-19 Project No.: 150563EO01 Permit No. 1738 DPD No. Figure 1: StormTech Chamber Excavation for Building B(shown in blue) Wit:�_,•,.__ . �'{�a�•�.. -. '--- � T---`-...._..�-- . - ------ - All ,�.� - M 9rrwwax 77 ,�.�,�., �,.tvoe �•�..•. , c �.OT 2 LOT iWIMPt � �s� - ��`• �I I T `SW 1 ' 1 � f 9 �_ _•1y.•�� ' � _ ` J1Y � 4 mal1.T�MOM Mr �_ 5 '' Copies To: Field Rep: Anton D.Ypma.Staff Geologist Date Mailed: 11/19/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered o DRAFT until signed or initialed by on AE51 Principal or Project Manager AESI FIELD REPORT Page 4 of 4 To: Project Name: Gayteway Business Park Date: 11-8-19 Project No.: 150563E001 Permit No. 1738 DPD No. Figure 2:IT-1 in progress -V-5 � Jill U. is ��f .•,43 s 4- ` �. t; Figure 3:IT-2 in progress qh Jill 19 Copies To: Field Rep: Anton D.Ypma.Staff Geologist Date Mailed: 11/19/2019 Principal/PM: Matt Miller, P.E. v.6/14 This document is considered a DRAFT until signed or initialed by an AESI Principal or Project Manager SONDERG ARD GEOSCIENM PLLC PERMIT #1738 13012 65Tg Avenue SE Snohomish, Washington 98296 FIELD REPORT Page 1 of 2 13012 651h Ave SE Date Project Name Project No. Snohomish,Washington,98296 Gayteway Business Park Building 8/27/19 B J-0045 Phone: 425-375-4727 Location Municipality Weather Jon.sondergaard@comcast.net 4727 12th Avenue NE Seattle Dry Permit No. DPD No. Report No. 1738 6691698-CN 1 Engineer/Architect To: GS Venture Partners Daniel B.Taylor PO Box 1712 !: Client/owner - -- ---------- ----------- ----- ___, Bellevue, WA 98009-1727 GS Venture Partners A1TN: Chris Gayte General Contractor/Superintendent AS REQUESTED BY: Chris Gayte Grading Contractor/Superintendent Chris Nicholls__ THE FOLLOWING WAS NOTED: Over-excavation We arrived on-site at the request of the owner to observe the grading and excavation activities for Building B. At the time of our arrival, the contractor had over-excavated unsuitable wood fill materials from beneath the north portion of the building pad, parking and drive areas as shown on the attached figure. Unsuitable material was excavated down to a depth of approximately 8 to 20 feet to firm native gravel. The area was then backfilled with compacted granular structural fill which was tested for density by AESI. This area is now suitable for construction of foundations, slabs and pavements. We also observed that portions of the south and east building B perimeter footing foundation line had been over-excavated to a depth of 4 feet below existing grade by about 6 feet wide (as shown on the attached figure) to firm and unyielding gravel suitable for support of the proposed foundations. o�Wrrs`h;, � a Copies To: Chris Gayte;Chris Nicholls,Daniel Taylor Field Rep: Jon Sonderg r / 7 1 c��sed Geoff ",1 Date Mailed: 8/27/19 Principal/PM: Jon N.Sondergaard 31tl0 NOISIA3N ON woo dnoi6u6isapouuolo�ia7'x.x.wt 0111 0690'EZ6'9OZ Dw4d £ZZ26 VM'N010NI1dV 3N 3HN3AV H1L9 9100Z 6l S£ 1tl111WBf1S 11Wa3d -- gElg6 tlM a117�aS MS.—AV 7slS LZOS J�'�.oN 3�i 6l Zt 9 S1N3WW00 LIO?3d 0351A321 l () oj� lied ssaulsn8 AeMajAr?!D ao} w z z o 3i1fll0311HOiltl 3dtlOSONtlI R ONR133NION3 LINO � z • le.s � I 1 = �o W 181 JN14�1f18 o 3NI'dnOND NDrs3Q 0:� a- °� T�'L1I2I0,3b'2I2I3,Z — o o o w o MVd SSINISng AVM]iAVE) U R 2 U d Z Q O � w � O O U Q z J CD U 3 w U - s w o w w w z _ o� a Q a ¢ w v3i 3 o 3 c� wws o o w d z N o < z o 0 O d z mF ~ Z O U - J O LaL a - 9 Z ■ Q c� z a - - O CL O I, az �� wm I o )D ® z O ❑ a 4 LLJ m= L o�>w �� J �+ �I �I �I LU d w moma LL R Q _ U) [7 0 IZ ZwQ3¢o�mQw�w�OU l —v�i�}II IIIJI i II IiiIiiIIIiIIIl1I^IIiI�II�I 1 � o �Q �'IPm�°-1`-•°l I rn,l • ,,H,�,,lI,I✓H,Q,,� i_m•on- �/-bO_$,l J_ta t --LHGGXd-LO Oo QW nNaa �- g Lz�3a L Q 1 II I III S8_gs_oron zfo oo1(w o N 'I - s°I I 3w- �1IC rI M Mi- 2/ =l '1❑ .'I ;8 �I - I I -I 3wz�Fh� IF_�oh w� O�I �ww -omaro �aLL Lu Z_Y�QQ\\QA1NW ILL ° W ILL OO WQ m Q C Q O v Of X a- W Q W>O o N 88'1 '12' W 3NI1101M3N XtlN e Y9S' Zl LA ❑ RI � ' xgt � R PARCEL 04 w 5 M UJ Z Qo\ 0N(a 0 R 3NIl 101 3AOW3d R LL uj 2 $r 948£ 3NI710l M3N sN s s R n -- r .. ....... z lOR lk LU H oV� o In 0O PAR' p pO woo owUu7y� UQ S o Q 1 5Q w Q o 3 I Q - P! LL z X ...... I u_ L U € I LL I [ J Q O W 0 WLL R 3 o g} V ( I� I m Nd IS:LO 610Z'ZLunp:a7uO*19 INIJ-50091:4J SONDERGfAARD GFEOSCIENM PLLC 13012 65Tn Avenue SE Snohomish,Washington 982N FIELD REPORT Page 1 of 2 13012 651h Ave SE Date Project Name Project No. Snohomish,Washington,98296 Gayteway Business Park Building 8/29/19 B J-0045 Phone: 425-375-4727 Location Municipality Weather Jon.sondergaard@comcast.net 4727 12th Avenue NE Seattle Dry Permit No. DPD No. Report No. 1738 6691698-CN 2 Engineer/Architect To: GS Venture Partners Daniel B.Taylor PO Box 1712 Client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent AS REQUESTED BY: Chris Gayte Grading Contractor/Superintendent Chris Nicholls THE FOLLOWING WAS NOTED; Over-excavation We arrived on-site at the request of the owner to observe the grading and excavation activities for Building B. At the time of our arrival, the contractor had over-excavated unsuitable fill materials from beneath the west portion of the building pad and loading dock area as shown on the attached figure. Unsuitable material was excavated down to a depth of approximately 6 feet to firm native gravel. This area is now suitable for construction of foundations, slabs and pavements. o��lastii,1� i Copies To: Chris Gayte;Chris Nicholls, Daniel Taylor Field Rep: Jon So r L.P. .� / ion: l: Date Mailed: 9/2/19 Principal/PM: �onsed ergaard ,one I 31tl0 NOISIA3N ON —dno16161sapouuoJ-11'—011s x 0690'EZ6'9OZ Dw4d £ZZ86 VM'N010NIIdV 3N 3HN3AV H1L9 9100Z 6l S£ Itl111Wsf1S 11Wa3d -- gElg6 tlM a117�aS MS.—AV 7slS LZOS J�'�.oN 3�i 6l ZI 9 S1NINN00 LIO dad 0351A321 l () oj� lied ssaulsn8 AeMajAr?!D ao} w z z o 3i1fll0311HOiltl 3dtlOSONtlI R ON103NION3 LINO � z • le.s � I 1 = o W �181 JN14�1f18 o 3NI'dnOND NDrs3Q � a- °� T�'L1I2I0,3b'2I2I3,Z — o o o w o MVd SSINISng AVM]iAV0 U R 2 U d Z Q O � w > U O U 3 0 o z z z ~ z oz Z Z w ~ w Q J CD Q U ¢ < z o 0 O d z mF ~ Z O - J o LL - 9 Z ■ Q c� z a - - O d OLLJ N I o )D ® z 0 ❑ 1 �+ �I �I �I LU d w moma 0 R Q _ U) o Z I I Z III jII N III IIII 1IIiII X9 l Nrw oi}o afo#moxm O0 I p O LCaL o OW 8 M zo 7 Q� L�L a -z8 M4 4 'S w- 8_Z _l o z Y z — -- --_ __W o O 3N O N 88'1 12' W LLI — = _ _ _ _lEb6 - --Z Q Q < — = �Zr YECQ < O ❑ W ASF Z ASOvW LT% W OL d p Q > s O � m II� iIII .goI I so^ I 0 I N lI r ) &wsSm pia %gl m Al ARCE n m_ -OsYcCz 0 N f I^N rW>0 a1 1 lO ! 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At the time of our arrival, the contractor had completed over-excavation of unsuitable fill materials from beneath the building pad of perimeter foundations and interior floor slab as shown on the attached figure. Unsuitable material was excavated down to a depth of approximately 2 feet to firm native gravel. The building pad is now suitable for construction of foundations, slabs and utilities. of Was/, yiif J Copies To: Chris Gayte;Chris Nicholls, Daniel Taylor Field Rep: Jon Sonderga P. Date Mailed: 9/7/19 Principal/PM: ��!� .may, Jon . 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Q (^ Qo0 LL� v � - II J I 0 3i I m Nd IS:LO 610Z'ZLunP:a1u0*G IIn13-90091 4J SONDERGAARD GEOSCIENCE, PLLC 13012 65TH Avenue SE Snohomish,Washington 982M FIELD REPORT Page 1 of 1 13012 65th Ave SE Date Project Name Project No. Snohomish,Washington,98296 Gayteway Business Park Building 9/26/19 B J-0045 Phone: 425-375-4727 Location Municipality Weather ion.sondergaard@comcast.net 4727 12`h Avenue NE Arlington Dry Permit No. DPD No. Report No. 5 Engineer/Architect TO: GS Venture Partners Daniel B.Taylor PO Box 1712 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent f AS REQUESTED BY: Chris Gayte Grading Contractor/Superintendent Chris Nicholls THE FOLLOWING WAS NOTED: Capillary Break We arrived on site to observe the contractor placing capillary break material beneath the slab area for Building B. As per the recommendations in the geotechnical report for the project,the capillary break consisted of clean crushed rock a placed a minimum of 4 inches thick. At the time of our visit the contractor had completely capillary break placement over the approximately the north 2/3 of the building pad. Foundation Drains As requested, we reviewed the recommendation provided in the geotechnical report for providing perimeter footing drains around the building. Based upon the high permeability of the native and fill soils and the lack of a shallow ground water table beneath the site, in our opinion, footing drains are not necessary at this site. o`Was �p \L Copies To: Chris Gayte;Chris Nicholls,Daniel Taylor Field Rep: Jon Sondergaa P.G. i Date Mailed: 9/26/19 Principal/PM: (' n Scmdergaard SONDERGAARD GEOSCIENCE, PIJ.,C 13012 65TH Avenue SE Snohomish,Washington 98296 FIELD REPORT Page 1 of 1 13012 651h Ave SE Date Project Name Project No. Snohomish,Washington,98296 Gayteway Business Park Building 10/3/19 B J-0045 Phone: 425-375-4727 Location Municipality Weather Jon.sondergaard@comcast.net _4727 12th Avenue NE Arlington Dry Permit No. DPD No. Report No. 6 Engineer/Architect To: GS Venture Partners Daniel B.Taylor PO Box 1712 client/owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent AS REQUESTED BY: Chris Gayte Grading Contractor/Superintendent Chris Nicholls THE FOLLOWING WAS NOTED: Capillary Break We arrived on site to observe the contractor placing capillary break material beneath the slab area for Building B. As per the recommendations in the geotechnical report for the project,the capillary break consisted of clean crushed rock a placed a minimum of 4 inches thick. At the time of our visit the contractor had completed capillary break placement over the Building B pad, completed a section of floor slab along the north portion of the building and was placing vapor barrier and structural steel for additional slab pours later in the week.. Copies To: Chris Gayte;Chris Nicholls, Daniel Taylor Field Rep: Jon Sondergaard, L.P.G. Date Mailed: 9/26/19 Principal/PM: SONDERGAARD GEOSCIENCE, PLLC 13012 67H Avenue SE Snohomish,Washington 98296 FIELD REPORT Page 1 of 1 Date 13012 651"Ave SE — —----------- --j Project Name Project No. Snohomish,Washington,98296 12/2/19 Gayteway Business Park Building B J-0045 Phone: 425-375-4727 Location Municipality Weather Jon.sondergaard@comcast.net 4727 12`h Avenue NE Arlington Cloudy Permit No. DPD No. Report No. 7 Engineer/Architect TO: GS Venture Partners Daniel B.Taylor PO Box 1712 Client/Owner Bellevue, WA 98009-1727 GS venture Partners ATTN: Chris Gayte General contractor/superintendent AS REQUESTED BY: Chris Gayte Grading Contractor/Superintendent Chris Nicholls THE FOLLOWING WAS NOTED: Block Wall At the time of our visit, the contractor had completed approximately 2/3 of the excavation for the base of the block wall located at the northwest corner of the site, north of Building B. The excavation was completed about 2 feet into the native recessional outwash soil. Hand probing of the bottom of the excavation with a %z-inch diameter steel rod typically yielded rod penetrations of less than 2 inches under the full body weight of the observer. The bottom of the excavation was also sloped to accommodate the planned wall batter of 1H:6V (Horizontal:Vertical). In our opinion, the bottom of the wall excavation is firm and unyielding and suitable for support of the planned concrete block wall. Due to the lack of a suitable outlet for a slotted drain pipe at the base of the block wall and that the bottom of the wall is founded on very permeable, native recessional outwash gravel, in our opinion, the slotted drain pipe at the base of the wall can be eliminated. Infiltration Gallery B At the time of our visit the contractor had completed the excavation of Infiltration Gallery B located at the northeast corner of Building C to the planned bottom of facility elevation. Soils exposed in the bottom of the excavation consisted of granular pit run structural fill placed during previous site grading activities. The infiltration gallery should infiltration into the native recessional outwash soils which are the planned receptor horizon for site generated storm water. We observed a test excavation in the bottom of the gallery to determine the depth of native recessional outwash soils. Native recessional outwash soils were encountered at a depth of approximately 18 inches below the existing excavation bottom. We recommend that the bottom of Infiltration Gallery B be extended to expose the native recessional outwash soils across the extend to the infiltration facility. Copies To: Chris Gayte;Chris Nicholls, Daniel Taylor Field Rep: Jon Sonderga— P.q 5� ceased �\ Date Mailed: 12/2/19 Principal/PM: Sa ergaard SONDERGAARD GEOSCIENCE, PIJ .C; 13012 65m Avenue SE Snohomish,Washington 98296 FIELD REPORT Page 1 of 1 13012 651h Ave SE Date Project Name Project No. Snohomish,Washington,98296 12/5/19 Gayteway Business Park Building B J-0045 Phone: 425-375-4727 Location Municipality Weather Jon.sondergaard@comcast.net 4727 121h Avenue NE Arlington Cloudy Permit No. DPD No. Report No. 8 Engineer/Architect To: GS Venture Partners Daniel B.Taylor PO Box 1712 Client/owner Bellevue, WA 98009-1727 GS venture Partners ATTN: Chris Gayte General Contractor/Superintendent AS REQUESTED BY: Chris Gayte Grading Contractor/Superintendent Chris Nicholls THE FOLLOWING WAS NOTED: Block Wall At the time of our visit,the contractor had completed placement of the gravel base for the wall and had started placing the first row of concrete blocks along the eastern % of the wall located north of Building B. The gravel based consisted of firm and unyielding crushed rock sloped to provide the recommended 1H:6V (Horizontal:Vertical) batter for the wall. Clean 2-inch diameter crushed rock was placed behind the blocks to provide drainage, as recommended. Construction of the wall is proceeding as per the recommended design provided by SGP. Q vja"shi fo ro / n. Copies To: Chris Gayte;Chris Nicholls, Daniel Taylor Field Rep: Jon Sand r , L.P. 70 �\ � Date Mailed: 12/5/19 Principal/PM: �nsedSoodetgaa�6 J% 1 SONDERGA ARD GEOSCIENCE, PLLC 13012 65TH Avenue SE Snohomish,Washington 98296 FIELD REPORT Pagel of 1 13012 651h Ave SE Date Project Name Project No. Snohomish,Washington,98296 12/10/19 Gayteway Business Park Building B 1-0045 Phone: 425-375-4727 Location Municipality Weather 1on.sondergaard@comcast.net , 4727 12th Avenue NE Arlington- Cloudy - Permit No. DPD No. Report No. 9 Engineer/Architect To: GS Venture Partners Daniel B Taylor PO Box 1712 Client/Owner Bellevue, WA 98009-1727 ! GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent j AS REQUESTED BY: Chris Gayte Grading Contractor/Superintendent Chris Nicholls THE FOLLOWING WAS NOTED: Block Wall At the time of our visit, the contractor had completed placement of the gravel base for the wall to the point where the wall steps up on the west side and had placed the first row of concrete blocks along the eastern % of the wall and was placing the second row of blocks. The wall is located north of Building B. Native recessional outwash comprised the base of the wall excavation and the gravel base consisted of firm and unyielding crushed rock sloped to provide the recommended 1H:6V (Horizontal:Vertical) batter for the wall. Clean 2-inch diameter crushed rock was placed behind the blocks to provide drainage, as recommended. Construction of the wall is proceeding as per the recommended design provided by SGP. f l4 Copies To: Chris Gayte;Chris Nicholls, Daniel Taylor Field Rep: Jon Son rdQL. ';O nsod =\ Date Mailed: 12/10/19 Principal/PM: ,ton N. r as d SONDERGAARD GEOSCIENCE, PLLC 13012 65Tn Avenue SE Snohomish,Washington 98296 FIELD REPORT Page 1 of 1 13012 651h Ave SE Date Project Name Project No. Snohomish,Washington,98296 12/11/19 Gayteway Business Park Building B J-0045 Phone: 425-375-4727 Location Municipality j Weather Jon.sondergaard@comcast.net comcast.net 4727 12`h Avenue NE Arlington Cloudy Permit No. DPD No. Report No. 10 Engineer/Architect To: GS Venture Partners Daniel B.Taylor - - PO Box 1712 Client/Owner Bellevue, WA 98009-1727 GS Venture Partners ATTN: Chris Gayte General Contractor/Superintendent t AS REQUESTED BY: Chris Gayte 1 Grading Contractor/Superintendent Chris Nicholls THE FOLLOWING WAS NOTED: Block Wall At the time of our visit, the contractor had completed placement of the gravel base for the wall to the point where the wall steps up on the west side and had placed the first two rows of concrete blocks along the eastern 2/3 of the wall length. Clean 2-inch diameter crushed rock was placed behind the blocks to provide drainage, as recommended. The wall is located north of Building B. Approximately 2 feet of unsuitable fill soil was removed from beneath the west 20 feet of the wall (where the wall steps up) and replaced with compacted structural fill consisting of recycled concrete compacted to a firm and unyielding condition. The structural fill was placed to bring the subgrade beneath the wall back to the design grade elevation. Native recessional outwash comprised the base of the wall excavation below the structural fill. Construction of the wall is proceeding as per the recommended design provided by SGP. r yL. Copies To: Chris Gayte;Chris Nicholls,Daniel Taylor Field Rep: Jon Sondergaard,L.P. ---- ---- --- -- eked Geo\ Date Mailed: 12/13/19 Principal/PM: ,lo N Sondergaard PROJECT INFORMATION PROJECT DIRECTORY GAYT EWAY BUSINESS PARK BUILDINGB GAYfLWAY BUSINESS PARK BUILDING OWNER REPRESENTATIVE: DANIEL B.TAYLOR ARCHITECT GAYTEWAY CITY OF6ARLIN ARLINGTON,WA 1639 HARBOR AVE SW BUSINESS PARK TBD CONTACT:DANIEL B.TAYLOR SEATTLE WA 98126 ARLINGTON, WASHINGTON FILE # P:(206)465-2491 LLC PROJECT SCOPE DAN I ELB719@COMCAST.NET CONSTRUCTION OF A NEW TILT-UP CONCRETE 24'CLEAR,SEMI-CONDITIONED SHELL WAREHOUSE BUILDING ARCHITECT OF RECORD: NELSON(FORMERLY CRAFT ARCHITECTS) N E LSOw PERMIT SET MAY 15, 2019 TAX PARCEL # MARK EVANS,AIA 1200 FIFTH AVE,SUITE 1300 31051400200700 SEATTLE,WA 98101 Nelco Architecture,Inc. CONTACT:ERROL RAM IREZ a l affiliate of Nelson worldwide,LLC INDEX OF DRAWINGS LEGAL DESCRIPTION RROLL@CRRAFFTA icensed RCHITECTS.COM C SHEET DESCRIPTION ISSUE FOR SECTION 14 TOWNSHIP 31 RANGE 05 QUARTER NW PERMIT x cn e.ce: 05 15 2o1s SEPARATE PERMITS: DEFERRED PERMITS GENERAL Suit CIVIL ENGINEER: TERRAFORMA DESIGN GROUP,INC. Fifth Avenue 1. MECHANICAL/HVAC(DESIGN BUILD) 1. MANUFACTURED STEEL ROOF JOISTS Suite 1300 CS COVER SHEET • 2. ELECTRICAL(DESIGN BUILD) 2. MANUFACTURED STEEL STAIRS 5027 51ST AVENUE SW Seattle,WA 98101 T1.1 GENERAL INFORMATION AND EGRESS PLAN • 3. PLUMBING(DESIGN BUILD) CONTACT:PEDRO DeGUZMAN SEATTLE WA 98136 206.408.8500 phone T1.2 ACCESSIBILITY GUIDELINES • 4. FIRE PROTECTION(DESIGN BUILD) 5. TENANT IMPROVEMENT(FUTURE) P:(206)923-0590 CIVIL N PEDRO@TERRAFORMADESIGNGROUP.COM www.NELSONonline.com CIACIVIL COVER SHEET • VICINITY MAP C1.2 CIVIL SITE PLAN • LANDSCAPE ARCHITECT: c1.3 TESL PLAN • TUTS 50271 b1 ST AVENUE SW GROUP,INC. C1.4 GRADING PLAN • "s "` C1.5 STORM PLAN • t CONTACT:AKEMI SAKAIDA C1.6 WATER&SEWER PLAN • _ 1 � SEATTLE WA 98136 C1.7 WATER&SEWER PROFILES • _ P:(206)923-0590 C1.8 UTILITY PLAN • z C2.1 SITE DETAILS • x AKEMI@TERRAFORMADESIGNGROUP.COM m Z Q C2.2 TESC DETAILS • C2.3 STORM DETAILS • i Q W C3.1 ROAD DETAILS • -�= + : AHBL,INC. C3.2 STORM DETAILS • .�`.--' STRUCTURAL ENGINEER:� Q Z C3.3 WATER DETAILS • - 2215 NORTH 30TH STREET,STE.300 C3.4 WATER DETAILS ,, CONTACT:ANDY PFLUEGER Z O � �%% f - ' '-- TACOMA,WA 98403 � W = � P:(253)383 2422 0 Z C3.5 WATER DETAILS • -r ° APFLUE)3 2422 M C3.6 SEWER DETAILS • C3.7 SEWER DETAILS • " _ __ @A J C3.8 CITY STANDARD NOTEStfA Cr • eY. .X ,a._ `„�,._ a LANDSCAPE �J M JAKE TRAFFIC ENGINEERING,INC. a L1.1 LANDSCAPE PLANTING PLAN • " - TRAFFIC ENGINEER: Q N LANDSCAPE DETAILS&NOTES • •: .:,.. �.. CONTACT:MARK JACOBS 2614 39TH AVE SW SV1 SEATTLE,WA 98116 SV1 SITE MAP(SURVEY) • .` P:(206)762-1978 SV2 SITE MAP(SURVEY) • 197tH ST NE_ . •.. t�„.a..cr.tr�at. SV3 SITE MAP(SURVEY) • SV4 SITE MAP(SURVEY) CODE/ZONING INFORMATION ,IAKETRAFFI°@°OM°AST.NET Plan Review ARCHITECTURAL By SAFEbuilt AD.1 ARCHITECTURAL SITE PLAN • GOVERNING BUILDING CODES: AO.2 ENLARGED SITE PLANS • 2015 IBC AO.3 SITE DETAILS • 2015 UPC 2015 IFC A2.1 E PLAN • 2009 ICC/ANSI A117.1 (ACCESSIBILITY) CONSULTANT A2.2 ENLARGED FLOOR PLANS • 2015 IECC A2.5 ROOF PLAN • REGULATIONS&ORDINANCES Reviewed for Building Code Compliance A3.1 EXTERIOR ELEVATIONS • 2015 WASHINGTON STATE AMENDMENTS A4.1 WALL SECTIONS • 2015 WASHINGTON STATE ENERGY CODE A4.2 WALL SECTIONS • 2015 IMC A6.1 DOOR SCHEDULE • ZONE GENERAL INDUSTRIAL(GI) ,xe (o-)q e A6.2 DOOR AND WINDOW DETAILS • AIRPORT PROTECTION DISTRICT-SUBDISTRICT"C" Building Ian Revie h w A8.1 EXTERIOR DETAILS • USE CLAS$ACATION MANUFACTURING 4.120 By SAFEBullt STRUCTURAL LPERVIOUB AREA: SEE CIVIL PLAN SOA STRUCTURAL NOTES • SEISW CATEGORY: D H550.2 STRUCTURAL NOTES • SITE AREA: 221,250 SF(5.07 ACRES) 0.3 TYPICAL DETAILS • CRITICAL AREA AFFECTED NONE �� N!'Gltil• - --- SO.4 TESTING AND INSPECTION NOTES • OCCUPANCY TYPE: F-1 Ill r SO.5 TESTING AND INSPECTION NOTES • S1.1 FOUNDATION PLAN-OVERALL • CONSTRUCTION TYPE III-B-FULLY SPRINKLERED Aaracoo 'ss S1.2 FOUNDATION PLAN -NORTH • BUILDING CLEAR HEM: 24'-0"CLEAR +:+n,�x unsmvonr. S1.3 FOUNDATION PLAN-SOUTH • MAXM N LOT COVERAGE+ NO LIMIT S2.1 ROOF FRAMING PLAN-OVERALL • PER CITY GUIDEUNES S2.2 ROOF FRAMING PLAN-NORTH • S2.3 ROOF FRAMING PLAN-SOUTH • BULDNGSETBACKS 5'-0"LANDSCAPE SETBACK SUbmltto Is/Revision s: 10'-0"SETBACK ALONG CENTENNIAL TRAIL R FOUNDATION DETAILSROOF FRAMING DETAILS • MAXLfJM BULDNG HEM MAXIMUM ALLOWED:50'-BASED ON AVERAGE NATURAL GRADE 05 15 2019 BUILDING PERMITROOF FRAMING DETAILS PER CITY GUIDELINES PROPOSED BUILDING HEIGHT:32'-3" Pet ROOF FRAMING DETAILS • ALLOWABLE AREA: UNLIMITED AREA BUILDING BASED ON IBC 5072TROOF FRAMING DETAILSROOF FRAMING DETAILSPANEL ELEVATIONS • TOTAL ALLOWABLE BLDG AREA: PER IBC SECTION 507-UNUMITED AREA BUILDINGS,THE AREA OF PANEL ELEVATIONS • BUILDING OF THE OCCUPANCIES AND CONFIGURATIONS SPECIFIED IN 507.4 AND 507.2.1 SHALL NOT BE LIMITED. 55.3 PANEL ELEVATIONS • ENERGY CODE COMPLIANCE: BUILDING IS TO BE A SEMI-HEATED BUILDING AS DEFINED BY THE 2015 WASHINGTON S5.4 PANEL ELEVATIONS • ACTUAL BULDNG AREA: 1 STORY/ 54,136 SF(WAREHOUSE) STATE ENERGY CODE,THE COMPONENT PERFORMANCE PATH IS USED TO BALANCE THECopy 56.1 TILT-UP PANEL DETAILS • 9,554 SF OFFICE 15% INSULATION REQUIRED BY THE VARIOUS BUILDING COMPONENTS. 63,690 SF OTAL) SEE ATTACHED ENERGY CODE ANALYSIS FOR ADDITIONAL INFORMATION, HEATH BUILDING TO BE HEATED BY GAS FIRED UNIT HEATERS WITH A MAXIMUM OUTPUT OF 8 BTUH/SF;COOLING IS NOT PROVIDED. ROOF NBIL.ATM CALCULATED RIGID INSULATION VALUE:R-40,CONTINUOUS ABOVE DECK Sheet Title: ' PARKNG (PER MUNICIPAL CODE CHAPTER 20.72)(ASSUMES 15%FUTURE OFFICE) COVER SHEET WALLS` WAREHOUSE WALLS ARE EXEMPT FROM INSULATION REQUIREMENTS. TOTAL(SF) RATIO STALLS REQ. ADA STALLS REQ. STALLS PROVIDED ADA STALLS PROVIDED SLAB ON GRADE SLAB INSULATION IS EXCLUDED. OFFICE(15%) 1 9,554 1/800 12 FN MAN DOORS: U=0.37 MAX WAREHOUSE(85%) 54,136 109/2* 55 ROLL-UP DOOFIS R=4.75 MIN Dote. 05 15 2019 CARGO DOORS AND LOADING DOCK DOORS SHALL BE EQUIPPED WITH WEATHERSEALS Design: TO RESTRICT INFILTRATION WHEN VEHICLES ARE PARKED IN THE DOORWAY TOTAL: 67 3 69 3 VERTICAL F$,ESTRATIOR FD(ED: U=0.38 MAX,SHGC=0.40 MAX c� 8 OCCUPANT LOADS (PER 2015 IBC TABLE 1004.1.2 ASSUMES 15%FUTURE OFFICE Drawn: - )( ) STORElilONT BJIRANCES u=o.so MAX,SHGC=0.4o MAX TOTAL(SF) RATIO OCC.LOAD REQ'D EXITS EXITS PROVIDED SKYLIGiM U=0.50 MAX,SHGC=0.35 MAX Project NO: �J 16-056 OFFICE(15%) 9.554 1/100 96 - - WAREHOUSE(85%) 54,136 1/500 109 - - Approved: TOTAL: 205 2 4 - Building No: =52 OCCUPANTS/EXIT - Rece)Ver, *CITY OF ARLINGTON PARKING REQUIREMENTS FOR WAREHOUSE USE 4.120 ALLOWS 1 SPACE FOR EVERY TWO EMPLOYEES. MAY S 12019 'a Sheet No: CS EMPLOYEES(MAXIMUM OCCUPANT LOAD) =55 STALLS REQUIRED *LD '50 Sheet No: y 2 COPYRIGHT CRAFT ARCHITECTS 2018 ABBREVIATIONS FL FLOOR PS PAINT SYSTEM SYMBOLS ND WINDOW BUG GENERAL NOTES FLG FLASHING PSF POUNDS PER SQUARE FOOT GAYTEWAY If ANGLE FLUOR FLUORESCENT PSI POUNDS PER SQUARE INCH 1. THE GENERAL CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE,INCLUDING THE SAFETY OF ALL 4 CENTER LINE FM FACTORY MUTUAL PT PRESSURE TREATED PERSONS,PROPERTY,AND FOR ALL NECESSARY INDEPENDENT ENGINEERING REVIEWS OF THESE CONDITIONS,AND FOR COMPLIANCE WITH O.S.HA. BUSINESS PARK q INTERIOR ELEVATIONS) SAFETY STANDARDS.ARCHITECTS AND THEIR CONSULTANTS'JOB SITE OBSERVATIONS ARE NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF 0 DIAMETER OR ROUND FOC FACE OF CONCRETE PTO PAPER TOWEL DISPENSER 1 0 AX. B ELEVATION IDENTIFICATION THE CONTRACTOR'S SAFETY MEASURES. i1' NUMBER OR POUND FOF FACE OF FINISH PTD/R PAPER TOWEL DISPENSER COLUMN LINE/GRID LINE SHEET WHERE ELEVATION IS 2. EACH CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH ALL SPECIFIED PRODUCTS RELATING TO THEIR WORK.THEY ARE TO SUBMIT WRITTEN LLC U PENNY FDIC FURNISH BY OWNER AND RECEPTABLE DRAWN OBJECTIONS PRIOR TO BIDDING,IF THE CONTRACTOR HAS AN OBJECTION TO ANY PRODUCT AND/OR DISCREPANCIES BETWEEN DRAWINGS AND 1 INSTALL BY CONTRACTOR PTN PARTITION SPECIFICATIONS. PERPENDICULAR 3. THE GENERAL CONTRACTOR SHALL COORDINATE THEIR WORK WITH THAT OF OTHER SEPARATE CONTRACTS SUCH AS SIGNS,&OWNER FURNISHED IL PLATE FOIO FURNISH BY OWNER PTR PAPER TOWEL RECEPTABLE DOOR NUMBER ITEMS,WHICH ARE BEING DONE BY OTHERS. ' CORRESPONDS TO ROOM ENTERING TTLE2 DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND CONSTRUCTION DOCUMENTS.ALL WORK IN THAT AREA SHALL BE HELD UNTIL SUCH INSTALL BY OWNER PVMT PAVEMENT TITLEI ROOM IDENTIFICATION 4. THE GENERAL CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN THE FIELD.THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY OF ANY N E L S O N AB ANCHOR BOLT FOS FACE OF STUD ROOM NAME TRI Fi DISCREPANCIES ARE RESOLVED. AC ACOUSTICAL OR FS FULL SIZE OT QUARRY TILE ROOM#-----ROOM NO. 5. SEPARATE PERMITS,WHEN REQUIRED AND/OR WHEN WORK ITEMS ARE DESIGN/BUILD IN NATURE,SHALL BE OBTAINED BY THE CONTRACTOR FOR A/C AIR CONDITIONING FT FEET O KEY NOTE MECHANICAL,PLUMBING,FIRE SPRINKLERS,ELECTRICAL AND FIRE ALARM. DESCRIPTIVE,DETAILED DESIGN AND REQUIRED SUBMITTAL DOCUMENTS Nelco Architecture,Inc. ACP ACOUSTICAL PANEL FIG FOOTING R RISER INFORMATION SHALL BE PROVIDED FOR RENEW BY THE REGULATING AUTHORITIES AND BY THE OWNER/TENANT/ARCHITECT FOR APPROVAL PRIOR TO FINISHED CEILING HEIGHT ANY WORK BEING PERFORMED.SEE SPECIFICATIONS FOR REQUIREMENT FOR BUILD FIRE SPRINKLER SYSTEM.SUBMIT PLAN TO AND OBTA IN AIN a licensed affiliate of Nelson Worldwide,LLC ACT ACOUSTICAL TILE FTIC FURNISHED BY TENANT RA RETURN AIR A / ADH ADHESIVE INSTALLED BY CONTRACTOR RAD RADIUS PARTITION TYPE PERMIT FROM THE AUTHORITY HAVING JURISDICTION FOR FIRE SPRINKLER SYSTEM INSTALLATION OR MODIFICATION. ALL WORK SHALL COMPLY WITH PROPERTY LINE CURRENT GOVERNING CODES. p� ADJ ADJACENT FTIO FURNISHED BY TENANT RB RESILIENT BASE --- -- 6. SPECIAL INSPECTIONS WHERE REQUIRED BY THE BUILDING OFFICIAL SHALL BE PERFORMED BY INSPECTORS APPROVED BY THE BUILDING OFFICIAL 1��1 1 ADJT ADJUSTABLE INSTALLED BY OWNER R&S ROD&SHELF X_REVISION NUMBER 7, ALL WORK DONE SHALL BE IN CONFORMANCE WITH THE APPROVED PLANS AND PROJECT SPECIFICATIONS.THE APPROVED,PERMITTED,STAMPED a r c h) e e c it. AF ACCESS FLOOR FURR FURRING RD ROOF DRAIN REVISION / NEW OR FINISHED CONTOURS PLANS ARE TO REMAIN ON SITE AT ALL TIMES.ANY MODIFICATIONS TO WORK SHALL BE INDICATED ON FIELD"AS-BUILT"SET OF DOCUMENTS. AFF ABOVE FINISH FLOOR PUT FUTURE RD/O ROOF DRAIN OVERFLOW CLOUD AROUND REVISION 75 8. DIMENSIONS ARE TO FACE OF STUD,CONCRETE,OR MASONRY UNLESS OTHERWISE NOTED. 1200 Fifth Avenue 9. DO NOT SCALE DRAWINGS;DIMENSIONS GOVERN. Suite'1300 AL ALUMINUM FUTURE- FUTURE ROUGH IN ONLY REBAR REINFORCING BAR EXISTING CONTOURS 10. WHEN CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK,DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR RIO REF REFERENCE ——— 71 WORK.IF QUESTIONS CAN NOT BE RESOLVED IN THIS MANNER,CONTACT THE ARCHITECT PRIOR TO PROCEEDING. Seattle,WA 98't O'I ALT ALTERNATE MATCH LINE 11, GENERAL CONTRACTOR SHALL PROVIDE OWNER AND ARCHITECT WITH DETAILED CRITICAL PATH SCHEDULE FOR REVIEW AND APPROVAL PRIOR TO START AP ACCESS PANEL FX FIXED REFR REFRIGERATOR ______ SHADED PORTION IS THE SIDE 206.408.8500 phone REINF REINFORCED CONSIDERED 1g� OF CONSTRUCTION.UPDATES OF SCHEDULE SHALL MADE AS NECESSARY WITH COPIES PROVIDED OWNER AND ARCHITECT. APPROX APPROXIMATE 12. ALL WORK AND MATERIALS SHALL BE IN FULL ACCORDANCE WITH CURRENT GOVERNING CODES.NOTHING IN THESE DRAWINGS IS TO BE CONSTRUED N ARCH ARCHITECTURAL GA GAGE REQ'D REQUIRED TOP OF WALL AS TO PERMIT WORK WHICH IS NOT CONFORMING TO CURRENT GOVERNING CODES. w .NELSONonline.com ASPH ASPHALT GALV GALVANIZED REV REVISION WORK POINT,CONTROL POINT 13. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT ADJACENT PROPERTY AT ALL TIMES DURING CONSTRUCTION. OR DATUM POINT p 14. THE CONTRACTOR SHALL COMPLY WITH ALL CURRENT APPLICABLE LOCAL ORDINANCES FOR UTILITY SERVICE PROVIDERS,PUBLIC AND/OR PRIVATE. GB GRAB BAR RH RIGHT HAND OR ROBE HOOK ��' 15, FIRE BLOCKING SHALL BE PROVIDED AT ALL FRAMED WALLS AT 10'-U'O.C.AND ALSO AT ANY LOCATION WHERE WALL FRAMING PENETRATES BD BOARD GL GLASS OR GLAZING RESIL RESILIENT 1G• TOP OF CURB BEIW BETWEEN CEILINGS.REFER TO IBC SEC.708 FIRE BLOCKING AND DRAFT STOPS FOR CONSTRUCTION. GLBM GLU-LAM BEAN RM ROOM 1492 EQUIPMENT NUMBER 16. PATCH AND REPAIR ALL EXISTING WALLS,FLOORS AND CEILINGS THAT ARE ADJACENT TO AND AFFECTED BY NEW CONSTRUCTION. BLDG BUILDING GEN CONTR GENERAL CONTRACTOR RO ROUGH OPENING 17. PRIOR TO FINAL INSPECTION,A CERTIFICATE OF CONSTRUCTION COMPLIANCE SHALL BE READY FOR THE INSPECTOR,THE CERTIFICATE SHALL STATE BLK BLOCK GND GROUND RT RESILIENT TILE TOP OF PAVEMENT "BASED UPON PERSONAL KNOWLEDGE,THAT THE WORK APPEARS TO HAVE BEEN PERFORMED,AND THE MATERIALS USED AND INSTALLED APPEAR IN BLDG BUILDING BUILDING SECTION 'XQ• EVERY MATERIAL RESPECT IN COMPLIANCE WITH THE PLANS".THE CERTIFICATE MUST BE SIGNED BY ONE OR MORE OF THE FOLLOWING: BM BEAM GR GRADE RUB RUBBER % (A)OWNER,(B)GENERAL CONTRACTOR,(C)AN APPROVED INDEPENDENT INSPECTOR OR INSPECTION AGENCY. GWB GYPSUM WALL BOARD RVS REVERSE AX.% SECTION IDENTIFICATION 18. ASBESTOS AND HAZARDOUS WASTE EXCLUSION; BRG BEARING RW RAIN WATER SHEET WHERE SECTION IS DRAWN THE ARCHITECT HEREBY STATES,AND THE OWNER ACKNOWLEDGES,THAT THE ARCHITECT HAS NO PROFESSIONAL LIABILITY OR OTHER INSURANCE, W BOT BOTTOM HB HOSE BIB RWL RAIN WATER LEADER P (AND IS UNABLE TO REASONABLY OBTAIN SUCH INSURANCE)FOR CLAIMS ARISING OUT OF THE PERFORMANCE OF OR THE FAILURE TO PERFORM Z Q BSMT BASEMENT HC HOLLOW CORE OR HANDICAP NORTH PROFESSIONAL SERVICES,INCLUDING BUT NOT LIMITED TO,THE PREPARATION OF REPORTS,DESIGNS,DRAWINGS,AND SPECIFICATIONS,AND BUR BUILT UP ROOF HDR HEADER 'N RELATED TO THE INVESTIGATION DETECTION. Q W S SOUTH J�� PROJECT NORTH 19. PROVIDE FIRE EXTINGUISHERS WITH A MINIMUM RATING OF 2AtOB:C IN QUANTITY AND LOCATIONS AS DIRECTED BY THE FIRE MARSHALL,MINIMUM OF HDWD HARDWOOD SC SOLID CORE DETAIL SECTION iuJYCur ONE UNIT PER 3,000 SF AND NO MORE THAN 75 FOOT TRAVEL DISTANCE TO ANY FIRE EXTINGUISHER. Q Z CAB CABINET HDWE HARDWARE X 20. PROVIDE APPROVED RADIO COVERAGE FOR EMERGENCY RESPONDERS WITHIN THE BUILDING BASED UPON THE EXISTING COVERAGE LEVELS OF THE Z SCD SEAT COVER DISPENSER SECTION IDENTIFICATION CB CATCH BASIN HM HOLLOW METAL PUBLIC SAFETY COMMUNICATION SYSTEMS OF THE JURISDICTION AT THE EXTERIOR OF THE BUILDING PER INTERNATIONAL FIRE CODE(IFC)SECTION O CBU CEMEMTTIOUS BACKER UNIT SCHD SCHEDULE `SHEET WHERE SECTION IS DRAWN g�_O^ DENOTES CHANGE IN 510.E Q HORIZ HORIZONTAL SO SOAP DISPENSER OR jV■� CEM CEMENT HR HOUR ELEVATION SECT SECTION 7�'� CER CERAMIC HT HEIGHT SF SQUARE FEET J (0 Z CFM CUBIC FEET PER MINUTE SHTG SHEATHING Q Lo J OFT CONDUCTIVE FLOOR TILE HVAC HEATING/VENTILIATION/ SIM SIMILIAR �^ DETAIL OR ENLARGED PLAN PT FINISH SYMBOL 0 Q CHBD CG CHALK BOARRNER D AIR CONDITIONING SK SINK 1TAX DETAIL IDENTIFICATION L2 0 HWH HOT WATER HEATER SLR SEALER SHEET WHERE DETAIL IS DRAWN N Cl CAST IRON ` SND SANITARY NAPKIN CJT CONTROL JOINT ID INSIDE DIAMETER/ DISPENSER CLF CHAIN LINK FENCE DIMENSION CEILINGSNR SANITARY NAPKIN CLG CEILING IG INSULATED GLAZING RECEPTACLE EGRESS SUMMARY CJ CONSTRUCTION JOINT IHM INSULATED HOLLOW METAL sNT SEALANT EGRESSReview CLK CAULKING IN INCH SPEC SPECIFICATION A. MAX.TRAVEL DISTANCE: 250'(TABLE 1017.2-F-1 OCCUPANCY) CLO CLOSET INCL INCLUDE SQ SQUARE 400'EXIT ACCESS DISTANCE INCREASE(IBC SECTION 1017.2.2) By SAFEbuilt CLR CLEAR INSUL INSULATION SST STAINLESS STEEL CMU CONCRETE MASONRY UNIT INT INTERIOR SSK SERVICE SINK B. MAX.COMMON PATH OF EGRESS TRAVEL 100'(TABLE 1006.2.1)WHEN FULLY SPRINKLERED CNTR COUNTER ST STONE/STONE TILE C. REQUIRED EGRESS WIDTH:0.2" PER OCCUPANT=41" REQUIRED(IBC SECTION 1005.3)CO CLEANOUT ,TAN JANITOR STA STATION EGRESS WIDTH PROVIDED: (2)SINGLE DOORS X 36'PER DOOR=72" CONBULTAN(T COL COLUMN JT JOINT STC SOUND TRANSMISSION (2)DOUBLE DOORS X 72" PER DOOR= 144" CONIC CONCRETE CLASS TOTAL=216" CONSTR CONSTRUCTION KIT KITCHEN STD STANDARD D. MINIMUM CLEAR DOOR OPENING:32 INCHES 1010.1.1) CONT CONTINUOUS KO KNOCK OUT STL STEEL CORR CORRIDOR KS KNEE SPACE STOR STORAGE E. MAXIMUM DEAD END CORRIDOR:50 FEET(1020.4 EXCEPTION 2) CPT CARPET STRL STRUCTURAL CT CERAMIC TILE z a a 5 8 LAM LAMINATE SUSP SUSPENDED SV SHEET VINYL KEY NOTES: % CTR CENTER LAV LAVATORY CY CUBIC YARD LB LAG BOLT SYM SYMMETRICAL 1. ACCESSIBLE ENTRANCE/EXIT PER IBC SECTION 1105.1 50'-0" 50'-B 50-0' 50'-d- 5(1 50'-T LF LINEAL FOOT DBL DOUBLE LG LENGTH T TREAD 1 DEPT DEPARTMENT LH LEFT HAND TB TOWEL BAR 1 g AT DET DETAIL LNO LINOLEUM T&B TOP&BOTTOM LEGEND EXIT __- - __ __ _ __- - A &169 R)CIXL, --- DF DRINKING FOUNTAIN(W/O COOLER) LKR LOCKER TG TEMPERED GLASS 1 1 \ ul.'I DIA DIAMETER LT LIGHT THK THICK EXIT NEW EXIT SIGN W/EMERGENCY POWER TO MEET IBC 1 1 Ars DIAG DIAGONAL THR THRESHOLD SECTION 1013 rr tr DOUGiA;•'pptps,. ,,,,_ 1 I Ail IN N1CIIINt,1(IN DIM DIMENSION MACH MACHINE MATE MATERIAL TIG TEMPERED INSULATED FIRE DEPARTMENT ACCESS DOORS PROVIDED AT FIRE 1 1 DISP DISPENSER GLAZING FIRE INTERVALS LESS THAN 100'SPACING AROUND PERIMETER FIRE FIR FI 1 FIRE DN DOWN MAX MAXIMUM TO TOP OF OF BUILDING 1 DR DOOR OR DRAIN MECH MECHANICAL TOO TOP OF CONCRETE 1 I B DWR DRAWER TOP TOP OF PAVEMENT DIRECTION OF TRAVEL 1 N 1 Sub m ittaIs/Revisions: MET OR MTL METAL PATH OF EGRESS DS DOWNSPOUT MEZZ MEZZANINE TOS TOP OF STEEL START POINT 1 05 15 2019 BUILDING PERMIT MFR MANUFACTURER ER DW DISHWASHER TOSL TOP OF SLAB DWG DRAWING TOW TOP OF WALL 1 --II 1 1 1 1 t' MH MANHOLE COMMON PATH OF TRAVEL TERMINATION POINT 1 5 1 MIN MINIMUM TPD TOILET PAPER DISPENSER E FAST MITI MIRROR TPH TOILET PAPER HOLDER EA EACH FIRE EB EXPANSION BOLT TPTN TOILET PARTITION MISC MISCELLANEOUS —_- 1 FIR AID MOLDING TS TUBULAR STEEL {�___ _ _____ ______ _ ___ __ EJ EXPANSION JOINT MRGWB MOISTURE RESISTANT GYP BO TV TELEVISION 7 EL ELEVATION MTD MOUNTED TYP TYPICAL 1 1 ELEC ELECTRIC MULL MULLION UL UNDERWRITERS LABORATORY 1 1 1 ELEV ELEVATOR UNF UNFINISHED EM ENTRY MAT N NORTH LION UNLESS OTHERWISE NOTED EMER EMERGENCY NIC NOT IN CONTRACT UR URINAL ENCL ENCLOSURE OR ENCLOSED NO/# NUMBER EP ELECTRICAL PANEL NOM NOMINAL VAR VARIES FA 1 N 1 EWC ELECTRIC WATER COOLER NITS NOT TO SCALE VCT VINYLCOMPOSITION TILE * ® Sheet Title: GENERAL INFORMATION EPX EPDXY CA OVERALL VERT VERTICAL EQ EQUAL vEBr VESTIBULE AND EGRESS PLAN EQPT EQUIPMENT OC ON CENTER MIN VINYL OUTSIDE DIAMETER/ Date: EST ESTIMATE DIMENSION VWC VINYL WALL COVERING 1 1 05/15/2019 EX EXPANSION W WEST Design: 1 1 EXIST EXISTING OFF OFFICE W/ WITH EXIT EXTERIOR OH OVERHEAD L_W/0 WITHOUT OPH OPPOSITE HAND I D Drawn: WC WATER CLOSET XITFIR FIRE FA FIRE ALARM OPNG OPENING FIRE FIR FBO FURNISHED BY OTHERS OPP OPPOSITE WD WOOD 1 1 Project No: i6-056 WF WIDE FLANGE FCIC FURNISHED BY CONTRACTOR PERP PERPENDICULAR WG WIRE GLASS Approved:. INSTALLED BY CONTRACTOR PFN PREFINISHED WP WATER PROOF FCTY FACTORY PL PLATE OR PROPERTY LINE WR WATER RESISTANT Building No: FD FLOOR DRAIN P LAM PLASTIC LAMINATE WSQT WAINSCOT FIRST FLOOR EGRESS PLAN FDN FOUNDATION PLYWD PLYWOOD WI WEIGHT FE FIRE EXTINGUISHER PNL PANEL N 1 1" =40-0" Sheet No: 5 FEC FIRE EXTINGUISHER CABINET PNT PAINT' XFMR TRANSFORMER ■ FIN FINISH PR PAIR YD YARD COPYRIGHT CRAFT ARCHITECTS 2018 3D2/303 FLUOR SURFACES&CHANGES IN 1-EVEL 404 DOORS mnlinued 604 WA71R CLOSETS k MLET COMPAR MENIS mlMnlbd 809 GRAB BARS ooRt101bd 703 SKGIAGE conHlWxd 801.15 OVERHEAD SIGNS ANSI/ICC Change W3-CHANGES IN LEVEL may(REFERENCE DETAIL) AN51/ICC 4andle 4pulls, t DOOR HARDWARE i AN51/ICC Al 17.1 per d-DISPENSERS(REFERENCE DETAIL) ANSI/I A.GAt rab b l an-STRUCTURAL devices STRENGTH A Changes in level up to 1/4"may be vertical and without edge treatment A.Handles,pulls,latches,locks,and other operating devices shall hoe a shape that is 1�_O^ � A Toilet paper dispensers shall comply with Seddon 309.4 and 6W.3.Where the A.Grab ban and mounting devices shall meet the following requirements: A CHARACTERS AND NUMBERS ON OVERHEAD SIGNS SHALL BE SIZED ACCORDING TO THE T B.Changes in level between 1/4'and 1/2'sholl be beveled with a slope no greater easy to grasp with one hand and does not require tight grasping,Ught pinching,or dispenser is located above the grab bar,the outlet of the dispenser shall be located 609.8 Allowable stresses shall nct be exceeded for materials used where a vertical VEINING DISTANCE FROM YMICH THEY ARE TO BE READ. AY 1 E than 1:2 twisting at the wrist to operate. in 2r mill max from the rear wall.Where the dispenser is located many the grab or horizontal farce of 250 Ibe.is applied at any point on the grab bar,fastener 1.FOR SIGNS HIGHER THAN 7d A.F.F.,CHARACTER SIZE SHALL BE MINIMUM PLUS G WAY t i 1.Lever-operated mechanisms,push-type mechanisms,and U-shaped handles are bar,the outlet of the di' elicit be located 2r min-4Y max from the rear mounting device,or supporting structure. ] PER FOOT OF WEVBNG DISTANCE ABOVE 15 FEET. accepiabke designs. pIs5eea$tF� wall The outlet of the dispenserDenser be 1st-48'maximum A.F.F. 1.Shear stress induced by application of 250 lb.shall be less than allowable shear 1.THE MINIMUM HEIGHT IS MEASURED USING AN UPPER CASE LETO°r. BUSINESS PARK 2 2.When sliding doom are fully open,operating hardware shall be exposed and usable PMNNa 1.Dis son that contral elive shall do not permit c°M'nuoua stress for material used. N connection between b bar and mounting bracket 2 LOWER CASE IETM ARE PERMITTED. A* ^� from both aides. -PQUASI pen delivery or Pie paper flow shall not net 9 IaauPWp ^ h be used, s considered for to be fully ed shear then died and tarot ex shear stresses shall 3.Hardware fir for accessible door passage shall be mounted between 34'and s be totaled for the combined shear srsss,which shall not exceed the allowable ANSI/ICC Raised 70maters 5 RAISED CHARACTERS,03.3 a,&PICTOGRAMS be duplicated LLC 4d above fnshed floor. ANSI/ICC A117:1 804.9-WHEELCHAIR ACCESSIBLE COMPARIMENIS Shear stress. A Rased character shall comply with motion 703.3 and shall be duplicated in braille A Wheelchair accessible compartments shall comply with Section 604.9. Toilet 2 Shear force induced o a fastener eaten w mountingit device from application Un 2de ilb.ce complying with section hall be .QN01 rW51/ICC A117.1 404.2.7.1-DOOR CLOSERS b o N PnT-Maur.slcN compartments shall comply with Section 604.9.2.1 or 604.9.2.2 as applicable. ah°II be less than allowable lateral load of either the fastener to mounting device B.accompanied and b yols shall be raised i/3Y,uppw rase,sans serif and shall be ANSI/ICC A117.1 302.2-CARPET A.Door closers shall be adjusted so that from on open posNon of 90 degrees,the r WA srtri Pasr w/rsP Te the to indg structure,whichever is the mrten allowable f 25 1.Reis ra grade 2 Braille. A.Carpet provided an a nor surface shall be securely attached;hove a firm pad or time required to move the door to an open position d 12 degrees shall be 5 Fiasx dR.nE 3d MAX 38•MAX 3.Tensile force induced in a fastener by a direct tension force of 250 III.plus the 1.Raised character height�'minimum to d plus j'per foot of viewing distance hacking,or no pad;and have a level loop,textured loop,level cut The,or level seconds minimum. N._.�--.a,-.T�% maximum moment from the application of 250 It.shall be less than the above 21 feet cut/un°ut pile texture. Maximum Pike thickness shall be 1/2'.Exposed edges of err Pom IN caw. 24"MIN allowable withdrawal load between the fastener and the supporting Structure. 2.Braille shall be contracted(grade 2);shall be located below Celle corresponding carpet shall be fastened to flow surfaces and have trim along the exposed edges. ANSI/ICC A117.1 404.2.7.2 SPRING HINGES 609.6 Grab bam shall not rotate within their fdCngto text N E L S O N A.Door spring hinges shall be adjusted so that from the open position 70 degrees, NMwsrnil sON aT ui Acc�a�PANxlnc z 3.Pictograms shall be accompanied by the equivalent verbal description placed rW51 C A117.1 W2.3-GRATINGS the door shall move to the dosed position n 1.5 seconds minimum. snits.sPncB MMORAno FOR W camNc SI< 0 s ANSI IW A117.1 609.5-EUMINATING HAZARDS /K D� / directly below the pictogram. A.tl ratings are located in walking surfaces or along NAvt_°m RWI '��l � 3 adjacent sharp w abrasive surfaces. in 9g r accessible routes,Mw they shall e¢ax Moues oN caw or ewc wlwl POaWBIE Lv xg A Grab ban and ad ant wall surfaces shall be free of she 1.The border dimension of the pictogram shall be d m in height have spaces no greater than 1/Y wide n one direction. ANSI/ICC A117.1 404.2.8 and IBC with WA STATE AMENDMENTS-DOOR OPENING FORCE - - Edges shall be rounded NBco Architecture,Inc. - B.U gnat rigs hove elongated openings,than they shall be placed m that the long A.The maximum fume for pushing or pulling open doors shall be as follows: Ml3aJlJ 54'MIN ANSI/IA.Clowns 703.3.12 ei Flack AND CONTRAST a licensed affiliate of Nelson Worldwide,LLC dimenson's perpendicular to the dominant direction of travel 1.Fire doom shall have the minimum opening force allowable by the appropriate L A aaractero and their background shall have a nonglare finish.Characters shall dmkiatrative authority. 3d-41' contrast with their background,with dater 00 obaractere on a dark background,or maw 305 CLEAR BOOR$PACE 1.Otlar doure Mndbai to extsnd Randall to extend / dark characters on a light background. (` a.Exterior hinged,eliding or folding door:10.0 Ib.max. hanzadaly at top horizontally at top and 36 MIN. b.Interior hinged doors.5.0 No.max. Bottom mil to provide ntersion bottom extensors 4'MIN 1Y MAX 4Y MIN ANSI/]CC A117.1 703.3.10&703.3.11-MOUNTING LOCATION AND HEIGHT(REFERENCE DETAIL) a r c h t e c t s ANSi/ICC A117.1 30.5.2-SIZE PAID APPROACH c.Interior eliding w folding doom:50 lb.max. °�°protection 4Y 47 to 1Y 24" A Characters and their background shall have o nonglare finish.Characters shall A Minimum clear floor apace for a wheelchair and occupant shall be 3d wide x 4d These forces do not apply to the force required to retract latch bolts or disengage If vertical rise is greater contrast with their background,with ll either light characters non°dark long.Gear floor apace shall be centered on the element it serves. other devices that may hold the door in a closed portion. Handad to extend with than d Men bettom rah ,,,wy,eWs 9 9 background,or Excelpfie Interior or exterior automatic doors complying with Section 404.3 of ICC slope at bottom ndenskn to provide edge protection Prolrud'na Protnkin,Dispense Recessed Dispenser ^ dark characters on a light background 1200 Fifth Avenue A117 1 '1.4 Below Grab Bar Above G b Bar b + b B.Where a tactile sign's mounted next to a stow,'n shall ce paced to the ketch side 7n i of the door wheRever 'lots.Where a tactile s' placed adjacent a double stow, Suite 1300 307 PROTRUDNG 081ECI5 (REFERENCE DETAILS) 408 CURB RAYPS I 9 he rig sign a o w space to Me right, Seattle,WA 98101 (1)TI AD DEPTH 1'- M n i the sign shall pl to the right hand door.N there's xc wall x _UNINAIS signs shall be paced on the nearest n the wall Exception:Door mounted signs o AN51/ICC A717.1 307-GENERAL ANSI/[CC A7171 406 SLOPE(REFERENCE DETAIL) '-d i' shall be Permitted an the push sole on the loon with closers and without hold open 208.408.8500 phone A.Objects Projecting from walls(for example,telephones)with their leading edges A.Slopes of curb ramps shall comply with 406 ,LS devim between 2Y-8d above Me finished flow shall protrude no more than 4"into walks, B.Maximum slopes of adjoining gutters,road surface immediately adjacent to Me curb PNSI/OC A117.1 605 URINALS halls,coridws,passageways,or aisles.Freestanding objects mounted on pods or ramp,w accessible mute shall not exceed 1:20. A.Accessible unable shall comply with Section 605. Side Watl Cmb Bar for Water Glaser Rear Wotl l}ub Bar for Ylaler Closet C.of the characters shall ra 4d minimum maxim Me floor,measured to the baseline f Me lowest raised character and ti0' hove Me floor,measured to the Vvwvw,NELSONonline.com pylons may overtwng 1Y max mum from 2Y Bet above the ground or finished •w 1-d baseline of the highest raised character. floor.Protruding objects shall not reduce the clear width d an accessible route or PN51 ICC Ai17.1 406.4 WIDTH REFERENCE DETAIL ANSI A117.1 605.2-HEIGHT&DEPTH(REFERENCE DETAIL) D.Mount' location for such i p y approach 9 0l / ( ) Handball at Stair HandmA M Rona n9 Sege shall di m that a arson mahimthe within A Ur riots shall bestall-type or wall hung with a tapered,dorgakd rim at 1Y S of d maneuvering apace. A The minimum width of a curb ramp shall be 3d,exclusive d flared sides i 1/Y i 1/r mY 9nbge without encountering protruding objects or standing within Me swing of m above the finished floor.The rim shall extend a minimum d 131¢'from t a door. ANSi/icc A117.1 406.3 SIDES OF CURB RAMPS(REFERENCE DETAIL) ibeawoll HAND SHOWER/ A.N d curb romp is located where pedestrians mud walk across the romp w where it 24•SLIDE BAR. IBC with WA STATE AMENDMENTS 1101.2.6-INTERNATIONAL SYMBOL OF ACCESSIBILITY 4'MAX: WI AMOUNT is not.protected by hundreds or guardrails.U shall have flared sides;the maxmum ANSI/ICC A117.1 605.3-CLEAR FLOOR SPACE(REFERENCE DETAIL) A Where the IkemaMnal Symbol of Accessibility is required,k shall be proportioned LOBBY- slope d the flare shall be 1:10 A.A dear floor space 3d wide by 4d deep minimum shall be provided in front of Han�re'iFSe:eian urinal to allow forward approach. I <omplYng with NISI/OC At 17.1 Figure 703.6.3.1.AN interior and exterior signs r-- B02 DRBB(84G FCA4FAM5 3d MIN. depct'n9 the International Symbol of Accessibility stall be white on a blue I 1.This space shall adjoin w overlap an accessible route. b III background Mjdniig Slope Slwll 2.Urinal shields that do not extend beyond the front edge of the amid rim may i `j SMAX. 1 1/7 } Nol Exceed 4:20 ANSI/ICC A117.1 602.1-GENERAL be Provided with 2d dearance between them. i U x le lam then 4d A Accessible 6 drinking fountains shall comply with Sections 602 and 307. ^ W � Ran The Slope Of The Fla Flared side approach AN51 CC A117.1nI805.leaet 3 RUSH um wide,centered an fixture.CONTROLSdeeper DETAIL a maneuvering are°of at b n z. b ^ t, Sides Shall No Exceed 1:1 ANSI ICC AT 17.1 6=-CLEAR FLOOR SPACE t 4 MqX b z A q dear floor apace complying w/Section 305,pceitloned for a forward a ch I aw b � b IIv\I 3U"nitn / to the drinking fountain;shall be provided..Knee&too apace complying with � ( )I Controls shall comply Widh AN51/IW Ai17.1 309 OPERABLE PARTS \ V 1` ( Sect 306 shall be provided.The door Flow apace shall be centered on the \ drinking f uMan. 4d MIN. Z r7 EXCEPTIONS: over fi0B.3 1 Rear Wall Grab Our!orL DsS9A DAt9d Ram 1:12 Max S ) 1 Drinking fountains for standing persons. CONTROL AREA 7( ypa g ? On k faunia ns 6083.7 Side WaA Gmb Bar for Sh Shower SMwer Thor Plan/Sml Leer&numbers an sg h II have a width O Sh°II Ifave DMed°de min s 9 primarily for ch}dren's use. 308 A:309 REN:H RAIMFS AND DPERAgE PARTS � and canhad'ng cdw. 3 I xsting be'Id'ng,exst'ng dunking founta'na DravMing a parallel apprcach b i la'tmkel rot odthf rotas gat raN'o betwaend wmplying w/Section 305,centered on the drinking fountain shall be permitted. g g10 SF/DS 1:5&e-w Letters and numbers shall be rased Q 0/e� ANSI/IW At 17.1 308-HEIGHT (REFERENCE DETAIL) 1:10 Max.slope 4.Where specifically permitted by Me administrative authority,a parallel approach 1, $ ------ - i/37 FBI A.UnohsWcted front approach-4d mar.to 15 min.A.F.F.Controls located in an �ars�d Curb Ram° shall be permitted that replace existing parallel approach dunking fountains. 'eC ANSI/ICC Ai17.i 610.2-SHOWER COMPARTMENT SEATS upper case,sons aria or simple sent ,^ V 36" Min: type and shall be a haract s s W Z alcove>2r deep mud have 3d dear flow width. Ad'osisg SibPe SMI A The height of Me shower compartment mats shall be 1Y minimum and 1st grade 2 Bro lle ro sad choractys shall be at 8 Unobstructed aide approach-48'max.to 16'min.A.F.F.Controls located in an Not Exceed 1:Y0 ANSI/ICC At 17.1 602.3-OPERABLE PARTS DOW P&ad maximum above the bathroom floor measured to the top of the seat. kind 5/d S high plus 1/d per foot of '^ A Operable part'shall comply with Section 309. B. Allowable dresses shall not be exceeded for materials used where a vertical or ® ® Hewing d stance above 21 feet Q to alcove>15 deep muet he.80'dear flow width. horizontal force of 250 pounds's applied at airy point'n the seat,fastener C.Electrical&commonication ANSi/IW A117.1 602.4 SPOUT OIIRET HEIGHT maaMirig deem ar support structure. International Symbol P€1ah V eyetem receptacles shall be mounted no less van/ of Accessibility N shove the Flow. �LLoodcanUb'oon of Typkpl A.Wheelchair accessible.spout outlets shall be 36 inches max.off.Standing pemon MIS LAVATIOM 702 Parldrg Pecess hale spout oWeb shah be 38 inches ran.&4J inches maz off. AN51/IW A117.1 309 OPERABLE PARTS � Operahe parts shall be operable with one hand and shall not require fight grasping, ANSi/IW A117.1 606.3&606.2-HEIGHT CLEARANCES(REFERENCE DETAILS) h ANSI/ICC A117.1 oll b SPOUT 5 inches A Lavatories shall ed mounted with Me rim or counter aurtace.no higher Man 34' ..ANSI/ICC A117.1 quire -GENERAL pnc frig,or twisting of the wrist.The fame required to activate operable ports shall be � RamVs(1:1?Max.SloVVe) A S t aholl be located 15 inches min.from the vertical support and 5 inches Mine 9 er t awdldPo 5.01be maximum. 1:12 Max.slope Shall Have Detectable Wbmings p0u above Me finished floor. A When required,usual alarms shall he provided in each m the following areas,as a 8"MAX and cantras8n long from the front edge of the drinking fountain,inducting bumpers. e.lavatories shall extend 1Y minimum from the wall. minimum: rest rooms and an ether general u Thermcetats,Etc' Curb Rome ParaAd to Curb 9 C0 Y 9 sage areas(e.9.meeting soma). Nos: If$lape�s 120 or less 2.Cleararae d 2Y minimum chat be provided from the finished floor to bottom of hallways,lobbies,and arty other area for common use. wa z 1Bktl 90 coMrasNng or or texture AN51/ICC A117.1 602.E WATER FLOW a T mqu red A Spout shall provide a flow of wary 4'nches min in height. The angle of Me water JwKnow clearance of 2Y high minimum shall extend d minimum under the edge of Accessible audible and Waibke alarms and ratification appliances shall be installed n aneom from spouts wMlin 3 inches of Me front of Me drinking fountain shall be 30 Me lavatory,3d wide minimum,and tY d accordance with NFPA 72. Plan f'evie'W A degrees max and from spouts between 3 inches he 5 inches from Me front of the eep mnmum. 11"�1 ANSI/ICC A117.1 406.10-DIAGONAL CURB RAMPS drinking fountain shall be 15 degrees max.,measured horizontally relative to the 4.Tao clearance of 9"minimum shall be provided for the full depth of Me fill 72-AUDIBLE ALARMS tt�� Arr- to •\ A.K diagonal curb romps have returned curbs or other well-defined edges,each edges front face of Me drinking fouMan. lavatory. A.0 provided,audible atoms shall produce a sound that exceeds Me prevailing s •! By J^Ai- ��(� I \ go shall be parallel to Me direction of pedestrian flow.The bottom of diagonal cub lent wand level in the room or b t lead 15 dba w exceeds an s ors ANSI C Ati7.1 BOB-DEPTH squire space y a y u o i s ramps shall have 4d minimum clew apace outside active traffic lanes of the SMAX 15MIN � maximum swnd level with a duration d 60 seconds by 5 dba,whichever s louder. A Each sink droll be°maximum of 6-1 7 d T^ b o roadway.If diagonal curb ramps are peace at marked crcefic l the 4d clear / owP• B.Sound levels for alarm signals doll not exceed Ind dba. ,ba space shall be within Me markings.If diagonal curb ramps have flared sides,they r----- --- ,o I o _ carswersimde oatkta GONSl1LTANT I w 7n shall also have at lead a 24'long segment of straight curb located on each side i o � NFPA 72-VISUAL ALARMS DtS9il Dole,Tel.,Etc, c- ^ d Me curb ramp and within the marked amusing. i T b '- 0.Visual alarm signal appliances shall be'nlegrated into the building or facility alarm .E system.If single station audible alarms are provided Men single station visual alarm MOP BROOM STAINLESS SOIJD HAT COAT ANSI/ICC A117.1 406.11 ISLANDS 1Y MIN signals shall be provided. FULL LENGTH / / A Any raised islands in crossill stall be cut through level with the street or curb o A"d Atom appliances shall hmre the following features: 80l KC A1Ft4S AND 6 REFRIG S MIRROR HOLDER STEEL PLASTIC HOOK ramps at boat sides and°keel area at Iwd 4d long and 3d minimum wee / 8 : rd-- 1.The lamp shall be°xenon strobe type or equivalent AN51/ICC Combination 804.Ss REFRIGERATOR/FREEZER SHELF BENCH between the orb amps'n the you of the island intersected by Me crossings. FerwaM Amerind, E 8 g floor a 2 The color shall be clear or nominal white(i.e.unfiltered or clear filtered white Combination refng es,in odd the b shall have at lead 54 i of the frewmr B03 TOLET R00113 -z z ce Tight). compartmentmabove shelves,including when Mh bottom of Me freezy 54 inches nnum heights 410 PLATFORM IiTS � >r ,� n46rMIN 3.Tuhety cycle u pulse duration shall be iwo tenths of care second wiU a minimum maximum above the floor when the ahehss am mlallad at Me maximum heghts PN51/ICC A117.1 fiO3.2.2-WARS (The pulse duration's defined as the time interval between possble'n the compartment A clear Flow space,positioned for a poralld approah40.3 ACCESSIBLE ROVE-WALIONG Sl1RFACFS ANSI/ICC Platt 410.1-GENERAL 0.Doors shall nth swing into the clear flow space or clearance for any fixture. cThe i ant foal points d ini of max con cl the space ce shall e a set 24 inchfreezer,stall be povided.in mMenth l of the ofA PloUorm I'fte shall comply with Section 410 and ASMEA78.1 listed'n Section d MIN MAX 4.The intensity shall be o minimum of 75 candela. clear flow apace shall be offset 24 inches(610 ram)mod mum from the centeriine of IBC 1104-LOCATION 105.2.6.Platform lifts shall not be attendant operated and Shall provide unassisted N45I/OC A117.1 603.2-CLEARANCES 5.The flush rate stall be a minimum of i Hz and a maximum of 3 Hz the dedicated space. A At lead one accessible route whin the site shall he provided from public entry and set from the lift. 0.The accessible fixtures and controls required shall be on an accessible route.An fY MIN 6.The appliance shall be placed 8d above the highest flow level within Me space tranapuuation stops,accessible parking and accessible passenger loading zones,and uncbatmcted laming space complying with 304 shall be provided within an accessible or d below the ceiling,whichever is lower. public streets ar sidewalks to the aceasLle building entrance mrved. ANSI/ICC Ai 17.1 410.2-LIFT ENTRY toilet room.The clear floor spore at fixtures and ill be p,the accessible route,and a.In large rcoms and spaces exceeding 100'across,without abstractions 6' 902 DYWG aIRFPCES&WORK SURFACES A Lifts with doom or gates shall a-*with Section 410.2.1.Ufts with ramps shall the turning space may overap,however,the only taming space provided shall not be above the finished floor,such as auditoriums,devices may be place around the ANSI/ICC A117.1 403.5 CLEAR WIDTH comply with Section 410.2.2. located within a t.11. perimeter,spaced a maximum 100'apou,in lien of suspending appliances from ANSI/ICC A117.1 902.2-CLEAR FLOOR SPACE A Tha minimum clear width shall be 37 at°point for a max.length of 24'and 3d the cello.lg A.A clear flow spode complying with Section 3D5,positioned far a forward a h Kd3a Dying w' Cos lone pproac. continuously,per Table below. ANSI/ICC A117.1 410.2.1-WEIRS AND GATES ANSI/ICC A117.1 603.3&608 LAVATORIES AND MIRRORS �\ 7.h general,no place m any room or space shot be more than 50'from the shell be provided Know and toe clearance complying with Section 306 Shah be A.Doom and gates shall be low ens g complying with h 'No (measured in a horizontal Clara). Crowded. -rkmTllil r l ga energy power operated doom or atow cam I'n th A If lavatories and m'rton are provided,Men at least ace of each shall campy i 8.Na place in common cmMon or hallways shall be more Man 50'from Me Seddon 404.3.Doan shall remain open far 20 seconds minimum.End stow clear with 603.3&606.Accessible lavelanss and m'rtam shall not be located within toilet /ICC A117.1 902.a-HF1GNT Are - opening width shall be 32 inches minimum.Side door clear opening width shall be stalls unless other ecceasble lavatanss and mirrom am provided n the toilet room. ® signal. .ANSI WAIARs 42 inches minimum. b 0.The taps of accessible tables and counters shall be 2d minimum,and 3r AWPoC OOUOL,Ag(ggpy5-. sEdor HNcm smmlr Wmx � � � ,b � j 703 SIGNM� m,above the finished flow. - EB9d➢SI9o: ANSI/ICC A1e7.1 603.3 MIRRORS(REFERENCE DETAIL) b g .elTit rN w vvnaw„1n� moxmu �- lea awe w Sz' Life serving two landings maximum and having doom or gales on opposite sides A Mirrors skull be mounted with the bottom edge of Me reflecting surface 4d i i n ca 9n 1n iv � WHERE APPLICABLE ud m:2r shall be permitted to hove sell doing manual doom or gates. maximum A.F.F. Mirrors not located above lavotore s,sinks or counters shall be iv w A.ague which stowed be permanent moms and spaces shall comply with Me BFIIfl4,6 gmMr Mare 24' a5 mounted with the bottom edge of Me reflect rig surface 35 maximum above the requiremens listed below for. ANSI/IW A117.1 410.2.2-RAMPS gcar, 1.Raised and Bm'IIe Characters,and P' A End ramps shall be 32 inches minimum in width.Side ramps shall be 42 inches ctograms AN51/ICC A117.1 903.2-CLEAR FLOOR SPACE 2.Finish icep and Contrast IBC with Cl STATE AMENDMENTS accessible .7 a CLEAR WIDTH midmum in width. (yA�(X TC(�COMPMIMf711S WALL MOUNTED LAVATORY MOUNTED Npkyee name signs are not aired to dam A°clear floor apace complying provi eel. section 305,positioned for parallel approach to Submittals/Revisions: Exception:Em A Clear width of an eccessble route shall comply with Table above.For exterior routes LAVATORY COUNTER � py' the bench mat shall be prodded. of Karel,the minimum clear width shall be 4r. ANSI/[CC At 17.1 410.3-FLOOR SURFACES ANSI/ICC Al 17.1 604.3-CLEARANCES WHERE APPUCABLE A.Floor surfaces of pla8orm lifts shall comply with Section 302 A.Clear floor space for water closets not in Malls shall be provided as follows A Si as which de direction to,or information about,functional f the ANSI/ICC A117.1 Ell SIZE 05 15 2019 BUILDING PERMIT PN51/ICC At e7.1 806.8-EXPOSED PIPES AND SURFACES 9 prod °p°CB9° A Benches shall have seats 427 mimmum in length and 2d minimum and 2e PN51/IA.ff an accessible -PASSING SPACE Clearance around a water cbml shall be 6d minimum in width,measured A.Hot cold water and drain nder lavatories shall be insulated or otherwise building shall campy with the requirements fisted below for. 91 A tl an accessble route is lam than 6d in width,Men s d at lead AN51/IA.ThisAt ch 4tnce-PLATFORM TO RUNWAY CLEARANCE dicular from Me sidewoll. Clearance around Me water closet shall be 56" / PPos u 1.Character Proportion maximum in depth. 6dx6d shall be provided at 200'max.s passing space A.The clearance betwmn the plaUarm sill and the edge of any runway landing shall be D?nPen coMgured b protect against canted. prow pacing. mi imum'n depth,measured perpendcular from the rear wall.(Reference Detail) B.There etioil be no sharp or abrasre surfaces undy lavatories. 2.Character Height B.The minimum clear Width for two wheelchairs to pass s eel i 1/4 inch maximum B.Nond.or awngs are allowed in clear floor area. 3.Finish and Contrast ANSI/ICC A117.1 903.4-BACK SUPPORT PNSI/ICC A117.1 606.4-FAUCETS Exception Building diredones,menus,and all other signs which are A The bench shall provide for back support or shall be fixed to a will.Back support / rW51/OC A117.1 410.5-CLEAR FLOOR SPACE Sd MIN.(WA11 MOUNTED W.C.) parable with one hand and shall not require tight gasping, temporary are not Requied to comply. shall be 4Y minimum in length and Shall extend from a point Y maximum above Me ANSI ICC A717.1 W7.2 A.Controls shall be o IBC 1009.2 and 1011.3 A Gear Mar space of plattartn IiNa shall comply with Section 305. 55 MIN.(FLOOR MOUNTED W.C.) Pinching,or twisting of the Wrist. sent surface to a point 1st above the mat surface. A.Accessible mates shall hove Bd min.clear head room. l A B.The farce Required to activate controls shall be no greater than 5 go. WHERE APPLICABLE (REFERENCE DETAIL)cessi ANSI/ICC A117.1 4or OPERABLE PARTS 4Y MIN. 127 MAX C.Levy operated,push-type,and electronically controlled mechanisms am examples of A Element and spaces d attessble fac}itiea which shall be identified by the A Control'for plaHorm IRs shall comply Widh Section 309. International S boa of Accessibility PN51/IA,R win slope SLOPE If ePiabk designs. yen se are: 905 SITIRAGE p Running slope shall not exceed 1:20. - - D.If seN-closing valves are used the faucet shall remain open for 10 ascends i.Parking spaces designated as reserved for persons with disabilities. B.Crane slope shall not exceed 1:48 51M1 M PARUINIC AND PASSENGER LOAIWNG ZONES u 2.Accessible passenger loading zones. ANSI/ICC A117.1 905.2-CLEAR FLOOR SPACE __ _ __ - mnm m. 3.Accessible entrances when net all are accessible(inaccessible entrances shall have A clear floor space complying with Section 305 shall be provided. ANSI ICC A117.1 502-PARKING SPACES i J I 'F+ dam' ANSI/ICC A117.1 603.6 OPERABLE PARTS directional d nearest gnage to indicate route to occessble enhance) AESI/IAb A717.1 905.3-HEIGHT / 1 -- A Operable ports on towel d'spenmm and ryer s hand dhall comply with Table below. 4.Accessible foot and bathing fad l'fes when not all are accessible.�� A Accessible car parking space shall be 9d mnmum n width.Van park' spaces � I N � Mceeable storage elements stall comply with at least era of the reach ranges specified shall be 132"minimum in width. j Mmunxen o.5 Y 5 5 P iY ANSI/IOC A117.1 703.2.4-CHARACTER HEIGHT(REFERENCE DETAIL) in Section 308. ANSi/IA.DA117.1oorways 40 with o DOUBLE-LEAF DOORWAYS where the Van parking spaces shall be permuted to be 9d minimum n Width ; D : _ �'mPih Height:The uppecase letter'r shall be used to determine Me allowable height of all A that meets s the two indeprequirements in operated leaves shall have at least one active leaf where the adjacent access ask's 9d minimum n width. ` I a N0p^Men 48' 45 4Y 4C aC N charactem d a font and shall be a minimum of and 2"maximum. ANSI/IOC A117.1 905.4-OPERABLE PARTS Mat meets the requiements'n 404.2.2 and 404.2 3 B.Parking access a elss shall be 60"wets.Van accessible access aisles shall be 9d __ I L o _ R-N"al't B Operable parts o!storage facilities shall comply with Section 309. wide. � EXCEPTION:Where separate tactile and usual characters with the mine information are AN51/ICC A117.1 404.2.2-CLEAR WIDTH C.Surfaced shall not exceed 1:48 in oil i irectiona Sheet Title: ape pelail m prodded,the height d the tactile upper cam ketter"r shall be permitted to be�' � ACCESSIBILITY GUIDELINES A.Clear opening stroll provide a clear opening of he minimum,with the door open stop. (Note:nc built up curb ramp may be located in an access lots parking access minimum. 1.pear opening shall be measured between the face d the door and opposite atop risk,) �GRAB BAILS 2.Openings more than 24"in depth shall provide a clear opening of 36"minimum. CLEAR FLOOR SPACE PN51/IW A117.1 604.4-HEIGHT(REFERENCE DETAIL) ANSi IW ANSI/[CC A117.1 703.2.5-CHARACTER WIDTH pods a ply /ICC AT 17.1 305 to allow a forward, collet ANSI/IW A117.1 5027-SIGNAGE(REFERENCE DETAIL) / A117.1 609.3.2-SIZE AND SPACING A Width:The up percme letter"d hall be used to determine Me allowable width of all A Floor s troll cam with PNSI po $ AN51/ICC A117.1 404.2.3-MANEUVERING CLEARANCES AT DOORS A.Each accessible parking space moat have individual vertically mounted or suspended A The height to Me by d the toilet met shall be 1Y-td above Boor. A.Diameter or width of gripping surface shall be 1-1/4"to 7,or Me shape shall approach or both. Dote: Provide level 1:48 max.sloe d dear momuvenn t doom as follows: sign.Required van accessible spaces mud be designated. 1.Seats Shall net be Sprang to return to a lifted position. pravke an lent characters of s font,and shall be 55%min.and 1107 max.of the height of the OS 15 2019 a ( p)an g area a g q pa g equivalent gripping surface. uppercase°r of Me font. A.Front approach pull side 6d min.Width&1st ran.beside strike edge B.Chomdem and symbols an such signs shall be located 6d minimum above Me i.The apace between grab loam and odjacwt walls shall be 1-1/7 HEIGHT x� Front approach push side-4d min width& d beside strike edge ground. ANSOCC A117.1 604.5.-GRAB EARS(REFERENCE DETAILS) A Operable Whe shall be placed within one w more of the much ranges specified in Design: A For water dceds not located in toilet stalls,the followingb ban shall be ------------- (1Y O strike U door has both a closer and a latch) Ara PNSI/ICC A117.e section JOB,summarized earlier'n this sheet B.Hinge side approach pull side fist ran.width;3d ran.beside stake edge or- AN51/ICC A117.1 503.5 VERTICAL CLEARANCE provided,Jd-3d°have Ma fidah Mw: 54"min.width;42"ran.holds strike edge A,Provide minimum vertical clearance of 114"at accessible passenger loading zones 1.Side wit horizontal: 42'in length minimum,17 max tram rear wall,extending Drawn: Hinge side a g 9e and al t lead onc veh'de access route from site entrances and exits. 5r min from rear wit e approach push side 47 min.width&2Y min beside hinge edge along° 2 Side wail without: 1st in length minimum,bottom of bar located 39"min/41' e� z THIS SHEET IS PROWOED FOR YOUR CONVENIENCE. O CONTAINS SELECTIONS FROM THE. a (4dmin. width'f door has both a closer and a latch) b CURRENT ACCESSIBILITY REFERENCED STANDARDS(2015 IBC CHAPTER 11 WITH WA STATE Project N0: 18-056 ! ANSI/I A. Passers r l-PASSENGER LOADING ZONE max.shove the Mar,centerline 3d mil tend max from rear will e 4. C.Latch sole approach pull side 4d min.width and 24'min.heeds strike edge AMENDMENTS AND ANSI C A117.1,BUT IS NOT INTENDED 70 BE A COMPLETE OR A Passenger Icod'n hall de an access aisle at least 6d wide and 20 N 3.Bank wall:36'in IerigM minimum,extend from ceMed'ne of water closet 17 � � ) latch side Width'f door has i closer) 9 9 zams s D can w, <.� EXHAUSTIVE COPY OF THE CURRENT ACCESSIBILITY STANDARDS. Latch aide approach push sole o 4Y ram.width and 24'ran.beside strike edge long access a and parallel a Um pull-up pullce, space.R there are curbs between .on dole clonal to Me wall,2r m on trendy side. ® "� x tr '+� a Approved: Me access aide and Me vehicle pull-up spade.then a curb ramp complying with - (4dmin.width'f.stow has a cheer).. � � � surface shall he prodded.ceding;standing spaces and access aisles shall be level with ANSI/ICC A117.1 604.6-FLUSH CONTROLS ANSI ACC(Wra 4width - THRas G closer) AT DOORWAYS aurtace slopes rid exceeding;star in all ace.are OI Flush 1 604.6 shall be hand operated or automatic,and tocaked on the open side of Building N0: a � the wales closet. Hand operated flush controls shall comply with Section 309. � A.Maximum threshold height.t/7. Raised thresholds and Mar level changes snot be R-TOILET SEAT R-PAPER TOWEL S-ELECTRIC R-PAPER R-SANITARY R-WASTE N bwreled with a slope no greater than 1:2 IBC with WA STATE AAIENOMEMS 1101.2.5 FLUSH CONTROLS COVER DISPENSER WASTE HAND DRYER TOWEL NAPKIN RECEPTACLE ��w. A Hand operated flush carbide shall comply with Section 309,except Me / L maxmum height above Me floor shall be 44". DISPENSER RECEPTACLE - - DISPENSER DISPENSER - - - Sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 j NW 114 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA G AYT E WAY BUSINESS PARK PROPERTY INFO � P. 0) ADDRESS:- 20015 67TH AVENUE NE �„,,,aak ARLINGTON,98223 i f - BUILDING 'B' SITEWORK PARCEL NO: 31051400200700 2oanf sr Ne 3�.a ZONING GI-GENERAL INDUSTRIAL + ,Aw � rONAL 6 AIRPORT DISTRICT: SUBDISTRICT'C' PROJECT DATA LOT 2 PARCEL AREA: 153,381 SF=3.52 AC DISTURBED.AREA: 3.79 AC PROPOSED IMPERVIOUS AREA: 139,357 SF=3.20 AC PERCENT IMPERVIOUS: 84%(WITHIN DEVEL AREA) BUILDING SETBACKS: FRONT: 25' VICINITY MAP g SIDE/REAR: 5' SCALE: N.T.S. N BUILDING AREA: 63,691 SF PROJECT TEAM 67TH AVENUE NE CIVIL ENGINEER �� _.._� (CCLLECTORPAiFF41) ' 1 SENSTIVE AREAS/WETLANDS: NO TERRAFORMADESIGN GROUP,INC. i i 5027 51ST AVE.SW,SEATTLE,WA 98136 __ _------ ....- -.__.. _.- --- - i -- �,g• � WITHIN FLOOD.PLAIN. NO CONTACT: PEDRO DEGUZMAN,PE $ tt _ I PHONE: 206)923-0590 .__ _- _— _-- � - _ �.,._—_ EMAIL, pedro®temaformadesigngroup.com — — —- — — _— — .OWNER/DEVELOEa ` . T A � REQUIRED PARKING GAYTEWAY,LLC OFFICE 9554 SF*1/800 SF= 12 845 106TH AVE.NE 02,BELLEVUE,WA 98004 . WAREHOUSE: 54,136 SF 0 CONTACT: CHRIS GAYITE w ® ® ®� I MAX OCCUPANCY=.113 EMPLOYEES PHONE: (206)240-9739 ...-.. _ `' REQ'D STALLS 57 + 1 I (=1 SPACE f 2EMPLOYEES) ARCHITECT -r�- -.l _ CRAFT ARCHITECTS,PLLC 1 TOTAL- 69 STALLS w CONTACT: ERROL RAMIREZ M 8 PROVIDED PARKING 69 STALLS PHONE: (206)720-7001 � V � : _ I.r i BUILDING'C UNDER BUILDING'B' REQUIRED BICYCLE STALLS=69*10%=7 STALLS LANDSCAPE ARCHITECT 3 SEPARATE PERMIT. BUILDING'C rr=13.W R- PROVIDED BICYCLE STALLS=8 STALLS TERRAFORMA DESIGN GROUP,INC. _ ? TO BE CONSTRUCTED - b --�I f I EARTHWORK QUANTITIES: CONTACT: AKEMI SAKAIDA,LA _f 1 _.� _-� PHONE. (206)795-7901 O � SIMULTANEOUSLY y APPROX.UNSUITABLE EXPORT=3254 BCY SUBGRADE CUT= 4374 BCY EMAIL aem@terraformadesigngroup.com J N +I I WITIBLDGV SUBGRADE FILL= 5774 BCY + - LOT 2 F PERMIT USE ONLY - ME I LOT 1 �, � � I `FOR P U M ZME 1 GOVERNING AGENCIES o �I �L�\ u ) ..� I _... _. - --- - - - — - - - __ �G \ PAGE Q 8 SITE:GRADING.DRAINAGE. �I ', ) WATER.SEWER T SOUND ENERGY �_ LOT CITY OF ARLINGTON CONTACT: ERIC UAW 18204 59TH AVENUE NE PHONE: (425)424-6685 �I.. ARLINGTON,WA 98223 •, '- I +. PHONE: 360 403-3551 CABLE COMCAST POWER CONTACT: CASEY BROWN HOMISH COUNTY PUD .PHONE: (425)754-0064 .CONTACT: DAVID WOOD PRECT NO. -78 Ir ._ - -� _� E ; EMAIL, (�J8 OR com TDG005 NTHERN P r _ ACIFIC R41L e.......... LA I SHEET INDEX DRAWN BY: -�-ROAD- €_�_ I PAD C1.1 CIVIL COVER SHEET CHECKED BY: C1.2 CIVIL SITE PLAN PAD C1.3 TESC PLAN Y �� C1.4 GRADING PLAN s - C1.5 STORM PLAN C1.6 WATER &SEWER PLAN 3 C1.7 WATER&SEWER PROFILES V s � C1.8 UTILITY PLAN � J C2.1 SITE DETAILS Lu m C2.2 TESC DETAILS z > Ur a C2.3 STORM DETAILS CQ z - j C2.4 STORM DETAILS ZD LLJ 1 C3.1 ROAD DETAILS m F_ t C3.2 STORM DETAILS ± C3.3 WATER DETAILS Q Q z MAP p p C3.4 WATER DETAILS AS-BUILT DRAWING APPROVAL coC� V(T1 IVI/1r C3.5 WATER DETAILS �- THIS Q PLAN SET HAS BEEN REVIEWED AND APPROVED L1J O C3.6 SEWER DETAILS PER THE CONDITIONS ON THE TITLE SHEET. ~ C3.7 SEWER DETAILS �- C3.8 CITY STANDARD NOTES 0 L1.1 LANDSCAPE PLANTING PLAN BY: City Engineer L1.2 LANDSCAPE DETAILS & NOTES ,CITY OF ARLINGTON SHEET TITLE DATE: SITEWORK ao BINDING SITE PLAN SA SITE MAP (SURVEY) CONSTRUCTION DRAWING APPROVAL sv2 SITE MAP (SURVEY) COVER SHEET n inch= 60 ft. TO BE PROVIDED SV3 SITE MAP (SURVEY) .THIS PLAN SHEET HAS.BEEN REVIEWED AND APPROVED SV4 SITE MAP (SURVEY) PER THE CONDITIONS ON THE TITLE SHEET. SEPARATELY BY: /\^SSHEEEET NO.1 ity Engineer,CITY OF ARUNGTO V 1 . 1 DATE: IS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 67TH AVENUE NE LEGEND O P' OFCL (COLLECTOR ARTERIAL) _--_ PROPOSED ,<�-, � „-w_ � .��--T-�G'_ _ r� ;r> -`irk �- --: " - -F-r:- -.�_ _ _ __ PROPER LINE -:. - _- --�.r-- _r -._� :r „__,- _�_. - �.- � _ -. _ 1- -�.I - ,(:�!� _ _�- R 0W CENTERLINE EXISTING SED 34 PROPERTY NE � 4 4 , - — -- — — — EASEMENT �YONAL 6 ' 55+00 _ - 5 - __ - r - 58+00 s 21 31 �Jf' _ 59+00 _ _ �_ �� A.C.PAVING-LIGHT DUTY 3/1/19 I-30'DRWY.-{ - - 1288.36' 20 32 > 20 A.C.PAVING-HEAVY DUTY —I BY B D..0 I EX_CONIC CURB&_GUTTER ,_. —_ —__— r _ _ — lr _ _ ——— _ _ -- A J Ex.ca.AGG w TREEs _ -_-- � _—_ _, ,� r n �v 3: ,e + - ----— A.C.PAVING-RIGHT-OF-WAY d Ex ASPHALT TRAIL {-` ,. CONCRETE _ i ,.. USE ��,'_- _ 25�- ��r RETAINING WALL - — — _ �"1 6 On, 9 0 _10 — — — _ — — 10�Y.�LSC� —1GC �— — •,• - - 32 =1..-.. �.._ �© _5_ 37 j® LSC_. .LSC LEI 5 3�1 �� (G\/1" LSC 24 30 - ..F 13 LSC- 25 BLDG.SETBAC -<:,r _ - F� _ Tb 1 U _ 53,z t 4 . .. z9 0 SITE PLAN NOTES v IJ 2A .._. _ - a EX.BLOCK WALL TO BE REENGINEERED& 1 CONC.CURB RAMP(CENTERED)PER DTL,1/C2.1 ,. ,;... .;� �_�� -�. ,.,�•, - :. - �`` -... ..., .� - ,.� � RECONSTRUCTED. �I f �s� --- ------ - I;� 2. CONIC.CURB RAMP(PERPENDICULAR)PER DTL..2/C21 Y 7 - S" 2 TY au 8--� A2T� � (DESIGN BY OTHERS)LSC ®. I� LSC �"LSC 4 DTL. .1 - 3 CONIC CURB(CAST-IN-PLACE)PER D 3/C2 3 4 HANDICAP STENCIL PER DTL 4/C.�I C 21 - LSC '., LSC LSC fi. 4. _;.:,- :b' 5 CONC.CURB&GUTTER PER DTL,5/C2.1 3 r PARK PLEA ANT HOME 6 MONOLITHIC CONC.CURB&SIDEWALK PER DTL.6/C2.1 y o 6 13 6 h 3 13 3 13 ...._ ;' ,• - ARK �� 7 CONC.MiEELSTOP(154T LONG)PER DTL.7/C2.1 G \-— 26211 67TH AVE. NE 10 10 2 att z Ott,' y °' AV 8 ASPHALT PAVEMENT SECTION PER DTL,B/C2.1 m `14.0 :-SU"1 r `SAWCUT&SEAL LINE Z NED �("iI� / 9 BOLLARD PER DTL 9/C21 _ . 5 B U I L D I N G 'B F x> t !I £ ----------J / 10 2 BIKE RACKS PER DTL 10/C2.1 a n 0 s -' !" / it HANDICAP PARKING SIGN PER DTL.it/C2.1 BUILDING ,1J1 1� FF=190.D0 AISLE GRADE IS J '\ 12 'CONC.SLAB-HVY.DUTY PER DTL.12/C2.1 3 19 i FF TO 30"BELOW FF=139,00 FF ELEV _/ 13 CONIC.WALKWAY-NO CURB PER DTL 13 C2.1 n 3 / m " - - 14 CONIC.EXTRUDED CURB PER DTL 14/C2.1 V SS BLDG'B'BUILT SIMULTANEOUSLY) �i 3 15 ASPHALT THICKENED EDGE(UNLESS � 16 TRASH ENCLOSURE PER ARCH.PLANS ® .. �� LS .I 17 CAST-IN-PLACE CONIC.WALL PER ARCH.PLANS O y, `� _ 18 METAL SCREEN PER ARCH.PLANS Q o _- N 02'00'48"E wJ 19 5'x5'CONIC.ENTRY 1.5%SLOPE). � LOT 2 ( ) CONIC.PER DTL.12/C2.1 29 '•. 5 -' \---r Y 20 REMOVE EX.CONC.DRIVEWAY ^I a W S II •aG17 21 SAWCUT&SEAL LINE. PAVEMENT PATCH PER CITY STD.DTL.R-140 1-,-260 _20C'r 22 ' NEW GONG.CURB&GUTTER PER CITY DTL.R-180' 19 �` 1 F ___ --• L7 C i Ti- 23 DEMO EX.DRIVEWAY W s LOT RESTORE PLANTER WITH 2".MULCH OVER 8"TOPSOIL _ .F 24 NEW CONC.DRIVEWAY APRON PER CITY STD.PLAN R-220 25 NEW ASPHALT PAVING FOR TRAIL PER CITY STD.DTL.1/1.2 - •, LSC METAL STAIRWAY 111 — ! PER ARCH.PLANS +i 26 CONC.SIDEWALK PER CITY SM.OTL R-170 ' 3 J _ REMOVE_LOT LINE ," j j 27 PEDESTRIAN LIGHT BOLLARD PER ARCH.PLANS LOT 3 28 TEXTURED CONCRETE AT DRIVEWAY CROSSING of---III ■ .• " 4'X4'CONC.SCORING PROJECT NO. : 29 4"WHITE STRIPING(TYP) TDG18005 19 .. < '.24.8' l ' "i I OP BA DRAWN BY:. I u 30 STOP SIGN PER CITY STDS &18"WIDE STOP R 9 12 I 31 NEW CONIC.V-GUTTER PER DTL.T PAD ❑ 3 o <. I ` 5/C2.1 ^.. CHECKED BY: TRANSFORMER :, • 12 I 32 NEW CONC.RAMP FOR TRAIL PER DTL.16/C2.1 b 13 0 19 I PAD F 3 REPLACE EX.ASPHALT DRIVE. PAVEMENT SECTION PER DTL.8/C2.1 3 LSC I 5 DEVELOPER SHALL SECURE AGREEMENT WITH NEIGHBOR. Y SC IF� I &REMOVE PORTION OF .<�.�,., <.,.<U ,�r<<, ,.•..z.,,F L 34 SAWCUT VE TION EX,DRIVEWAY FOR UTILITY CUT. LSC (AS NECESSARY). REPLACE PER CITY STD.DTL,R-230. 3 V b _ _ ,1 �►�� x 1 e F' /:. n � s i i c a t i .: ' _..A_J a' � LJJ � � 4 Z z 1193 04. �. _ Q LLJ N TO'59'10 �a,:r.: `n v „L. A CID 5 I z. � OSEED v s; ` l 1DR ` z 375.7 1 +`%� c �.�BLn ccro r - AS-BUILT m_ ,ti � I _-_ �� , 1, AS BU T DRAWING � U' LLj PLAN SET HAS BEEN REVIEWED AND APPROVED O H1D_R0� PER THE CONDITIONS ON THE TITLE SHEET. } � NOTE'. I: Z 6Y: City Engineer,CITY OF ARUNGTON tl' SHEET TITLE N THE LOCATION OF ALL EXISTING UNDERGROUND UTIUTIES IS SHOWN IN AN APPROXIMATE WAY ,r' ;�I DATE: ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES I I CIVIL a BEFORE COMMENCING WORK. r CONSTRUCTION DRAWING APPROVAL EXISTING GRADE INFORMATION IS APPROXIMATE THE CONTRACTOR SHALL FIELD VERIFY EXISTING '� �` - _ , �`� SITE PLAN S GRADES AND NOTIFY ENGINEER of ANY DISCREPANCIES BEFORE COMMENCING WORK. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED o is w w PER THE CONDITIONS ON THE TITLE SHEET. a� CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE 1 OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING URUTY AND GRADE INFORMATION. CALL AT LEAST 2 WORKING I°cH= 30 sc. BY: SHEET No. DAYS BEFORE YOU DIG City Engineer,CITY OF ARLINGTON .^ .. DATE:. I L CALL'811' TH S APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 67TH AVENUE NE LEGEND CP29-03;MAGAWA P• OeGL (COLLECTOR ARTERIAL) N a3zs79.a0t — -— �0 ov wn E t321111,za9 FILTER FABRIC FENCE EXISTING PROPOSED ELEV.124.41 _ __ PER DTL 2/C2.2 __ PROPERTY LINE ,. R.O.W.CENTERLINE �u F✓,.+-;=1'v?_ks7-SC-ilf_ G _- --G _._--.G ---.G_ _. _- G _- G_----G-:-_- -.-- __. ._.��,8' .__. --^•p' i -'.:+, - _ -- - --4 --_ -- T -�- --- -�-' i---..��,._ \ _ .., _—- =--- -- - — — — .EASEMENT v �T 54+00 ! 8 � _ ' -_--1. "--" GRADING CONTOUR CB INLET FILTER(TYP) s 1288 36 �! - 4 —INSTALL CB INLET FILTER -- WATER MAIN PER DTL 4/C2.2 ..�.u..--.-n,.y�.._ _ _T_ AT DOWNSTREAM CB � - --�-.� E„ -- SEWER MAIN _w-__-w-_--w-__ w _.-,.,�, - -- __-.w- ___w- w-`'____w ---w '� \ ,.,.,... .............� ``- `_ 12,:D I -- ---nO STORMDRAIN CLEARING B GRADING LIMITS 'I CB INLET FILTER(TYP) FIRE HYDRANT —— P DTL O — - -a _ V;r c PER D 4/C2.2 03 WATER METER 4_ 111 /� ETE FILTER L.2/O FENCE �L_ NEIGHBOR DRIVEWAY PER DTL.� C2.2 �[ „� � r � 1�I I � Da GATE VALVE o �� I 50 �-'1; �'`- '��, �) O SEWER MANHOLE ii TO BE RELOCATED -12a - - - - -._.._�._._ _._.1_ / ' J y i- AND RECONSTR CTOED. ❑ STORM CB DEVELOPER SHALL LL � 1 128 -� - r o T '� SECURE AGREEMENT I". . R TO 1 C� - STORM MANHOLE BLDG'B'INFILTRATION GALLERY'A'� _ I PRIOR PERMIT. I I t '1 I -- e-- ELECTRICAL LINE TELEPHONE LINE i .. i. \ ` -- T J ---G- LINE $'. I � 1 GAS yr TEVP. SEDIMENT u POWER vnueT INFILTRATION POND ? `�� h a �� II o UTILITY POLE m TESCPONDRECEIVES L I PER DTL. 5/C2.2 ENTRANCE ON 1U CONSTRUCTION RUNOFF FROM BLDG B' .d i P— STREET LIGHT AND'C'WORK AREAS —F— FILTER FENCE a BUILDINIG ,B, - - 'c, _.- ,•)"`�4 O O O ROCK ENTRANCE BUILDING 'CF FF=130.¢0 1 1'! irJ, ITM ROCK CHECK DAM 1 - _133.00 FF 133. a , 00 I _ / L�I CB INLET PROTECTION PRO SED l -- BUILDI FOOTPRINT / I J 3 w , �. IF` n , . t _ � e _ LOT 2 - N - -- J ; a N 02'00'48"E TO BE BUI IS INTENDED I - � v . BUILDING ti �', " s � 1"'i, � � _ 2szoo'EXISTING STORMB UTILITI S STRUCTUREST SIMULTANEOUSLYSHALLBEREMOVBD UNDE GROUNDH AS BUILDING'S' ,%" UTILITIES MAYBEA�NDON �j LOB 1 I �o I d 1 x REM©VE LOT LINE 1 LOT 3 _}_ ,. � � \. - , � --._ '� i _ _ _ _ PROJECT NO. - t TDG#18005 DRAWN BY: I ■ PAD ,,. APPROX. LOCATION) OF EXPOLATORY-PIT BY - CHECKED BY: SONIIERGAARD GEOSCIENCE. PAD WF= EX. WOOD ALL DEPTH. CONTRACTOR TO OVEREXCAVATE _ Y ROCK CHECK DAM WOAD FILL AND UNSUITABLE I PER DTL.6/C2.2 MATERIAL AND BACKALL WITH T EP-11 f I I Q Q STRUCTURAL FILL PER GtOTECH (" x WF=Q" �I a U 3 I REPORT. I \ N J o , ' \ti' � J ° o Lu m _ J TEMP SWALE PER I ;. z DTL.�/C2.2 Y FILTER FABRIC FENCE �} Z 1193.q. 1- N ( - TL. 2 R D 2/C2 , fn , Q z AS-BUILT DRAWING APPROVAL m U' z I f} ,y; GBGRAp GLIMITS \ �°� 'ter - -- THIS PLAN SET HAS BEEN REVIEWED AND APPROVED Lu O a PER THE CONDITIONS ON THE TITLE SHEET. i p o - NOTE City Engineer,CITY OF ARLINGTON SHEET TITLE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY +` DATE' TESC PLAN wr ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UVUTIES BEFORE COMMENCING WORK. _ I Jf CONSTRUCTION DRAWING APPROVAL EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR SHALL FIELD VERIFY OUSTING — —� --_- GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. '- o +s 3o sn THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. mm CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE J OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. s CALL AT LEAST 2 WORKING t inch= 30 Ft: BY: _SHEET NO. $ DAYS BEFORE YOU DIG City Engineer,CI of ARLINGTON C 1 ■ CALL'811 DATE: MIS APPROVAL VALID FOR 18 MONTHS NW 114 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 67TH AVENUE NE LEGEND CP29-03;MAGAWA p P' OeG'G N 132679.401 EXISTING PROPOSED �a�4 pP W.'As"nL,� (COLLECTOR ARTERIAL) -__ _ PROPERTY LINE '»..,.�......�.ts„:.,1 ..�'..t�:L'f hEf, .w'... � .•E;UftF ( ,1...- „ i - - �.'i � _ rl!i.;,fl�iT�°.r-�:3..�.,-�V..:�_�,',I '�';l .,'�'�w2152849�`w R.O.W.CENTERLINE a11 ee4e f4+ c ,,-. .. , c_ } c....._. c ....._ c..._�._.__c__....._.c..._:_..... c____ c____ c _,.... ...__ c _.. - p - r_y�N L'A_Y¢ _. L - -- 'AL ---.... .. _._.._ - � - EASEMENT /ONAL E�\ r-- - a - l�' 59+00 _ CONCRETE n 56+Q0 1 .*•w�-..._- htpo,,,�,�,. � 58+00 _._... .. 3 1 19 ,�11' a 128838 I .. • - '� m RETAINING WALL ----- _._.___r'--^^•- fr -100- GRADING CONTOUR _--..... ....-.. -_ �_�...__.. c,.�-_ .._._ _ I _..... n t`^` 04/5 -\° 135.25f 1E4.25 p4 :�.J rl •_ _..'� ,.. ... : .._ w w -'-w w - w 1JO.B3-W -_i�.:.W 4.. W: 128.7t 1"12545 s 4..,*.:T2;.,R5 .n.�„1 90�00 SPOT ELEVATION e m 1e1SS� e = L� a �`_t28. 2..1 .,_ : oel _.---� ------ GRADE BREAK 12A$�5� '... • rn . L.: ,.. _ _a_.. 128 f-s -i 6 s._._....-. .1§B,o-- 126.10 \..r •^- ` ,. Y28.90 128. 12815 � t2 20 tzs.JO ' 12 20 RECONSTRUCT _..--H ;�-, ..._ _.. ,-,.._.- WATER MAIN 13R1.10 .. 1 NEIGHBOR DRIVEWAY. p I.: � TO NORTH BEYOND I. .. 10%MAX.SLOPE. c --- �I 12.75 128.80 128.80 128.80 128. 1 8. 128 0 �2r 1 G__.- 2�, SMOOTH TRANSITION F - --'-s--_---- SEWER MAIN 1§.00 129.'00 /�. -a. _�zt_EL_ _ .3X o p; PAVING. ---' o....-- ---°------- STORM DRAIN I � ' 128.80 / - 1. '$ 1 d0.101}9.20 129.00 -- _.-_ - BEFIRE HYDRANT . 1 1�Y:09� 12.IREENGINEERED g - EX.BLOCK WALL TO Y X ° 1 ❑ n_ 12.80 1 980 >'�❑ ❑ 8.2 RECONSTRUCTED. ® fa WATER METER ! ' 129.45 129.70 p 9: 12.30 •� 9 JO 129 129.8 129.80 _ .... R. r� `, 129. 12129. o `, �I ', i29.95 .. -- ?- •' ^".- • _ 1..._..., 2 __:,r �. , (DESIGN BY OTHERS) II pd N GATE VALVE 129.371 SEWER MANHOLE 130. �130.00 130.00 130.00 130.00 129.90 �u130.00 r L:.T m STORM CB A \ Jill STORM MANHOLE m 129.2 f, ,I w •. 129.90 ,9X a v � / I \ --.-e--- �---- ELECTRICAL LINE � I 128.00. I 129.40 1 1 1 _ -! ---T-- ---T- TELEPHONE LINE BUILDING B ; I 131.00 -_ -p-- -G- GAS LINE I BUILDING ICI 129.90 1 FF=130.00 / 129.42 128.00 / rP� POWER VAULT 130.00 I 33.00 12A.36 3s o + UTILITY POLE FF 1 129.2s., 3 m - V ..'. ,._... tee.o -�----- ------- �-� STREET LIGHT � < 1' 65 � �� l� I �. � r '. 129.36 o I i 129.90 ` I LOT _ , N 02'00'48"E 1 0 -129.45 �/'� . 129.90 /l, i vo 128.00 •Tn:• f I i RAH b LOT 1 I o a 129.45 I 129.90 125.90 z I 40 REMOVE LOT LINE 125.85 Q = 1 9'�. _._..... __. 1 . LOT 3 �+ 129.65 130.00 126 W 125 90 126 00 125.90 128.00 125 90 126.00 126. 130.00 130.00 ~'z 125 85 125 96 125.85 5,,6__ 12 8 125 96 125.96 0 129.25 ° 90 12 IIALIL0 PROJECT NO. - 129. 9.80 . ' • `'....c; •. 12e.00 'a TOG#18005 .c:.::: , P �.,. ,. 130.00 . I[►]I: 'i;._ I°' s_..- gr 12 �� - i � I r PAD t e ' I CHECKED BY: n , p 129�OU I" .�I• I ". I .}1:; I / 4.5X 118!20 I PAD 1J0.03 1 i I( % ..L. 0 ------_--'-----J F- F 130.00 .40 130.00 I \} Cal 12a 12. EDGE OF ASPHALT l 129.98 12.9 '1 1 A 129.40 I TRANSITION128.00 --. '29,40 0 7.40 . o 127.770- 1 12740 127170. o 1 0 129 '� 1 < 3 -c-`-----._` _ 13050 130 � 12&OD --- � 3.S1I Ke•58' �I U) J o 127 f w z 1128 Lu - � 3"H ASPH. Z Ur Q ¢ - �: 00--' `w ��w" I r1 � ^r 1 THICK.EDGE r„ Z L1J J I � � J Q w AS-BUILT DRAWING APPROVAL W Cn ('� z _ , THIS PLAN SET HAS BEEN REVIEWED AND APPROVED - -, _ PER THE CONDITIONS ON THE TITLE SHEET. F_ 129.20 Q a NOTE BY. 0 r�l - � City Engineer,CITY OF ARLINGTON THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY � °A� SHEET TITLE DETERMINE THE EXACT GRADING ONLY. THE CONTRACTOR SHALL BEFORE COMMENCING WORK. CONSTRUCTION OF ALL EXISTING UTILITIES -_ `_ CONSTRUCTION DRAWING APPROVAL u EXISTING GRADE INFORMATION IS APPROIMATE: THE CONTRACTOR SHALL FIELD VERIFY EAS11NO --_ _ PLAN GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK �_ THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED o a ao eo PER THE CONDITIONS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING U11UTY AND GRADE INFORMATION. CALL AT LEAST 2 WORKING 1 inch= 30 it. BY: _SHEET No. DAYS BEFORE YOU DIG y Engineer,CITY OF ARLINGTON C 1 � c CALL'811' DATE' IS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA [REMOVE] 67T H AVENUE NE OP29-03;MAGAWASTORM STRUCTURE/CLEANOUT SCHEDULE STORM PIPE SCHEDULE (COLLECTOR ARTERIAL) TYPE RIM P IA/TYP LENGTH F SLOPE T- --d.-..r e-�.,.�rY-��L. 679.401 CB1C0 TY.2-54 CB.SL 127.55 117.40E(12"N) PIAE D12"PVCE 6(E/E)T 4.00% $. .1. 7 7 u»,--a.a.., ,:..._.-..., >,...,.. �V2 s24419 _.._-- _ N E1 w w 116.85(12"E) > 8 c, -�"t •� B B"CPE 21 14.57% -- c -- •• c c ;, c c-_ ...c _ .._.... c c ..._ 'N, ...... -c---- c --- ..-... _ c__........ ,�,oee4e ^:..G. 2 TY.2-54 CB,SL 126.00 117.85 6"NE,SE) olsr ° � CPE a, -- �' 118.75(121) D 8"CPE 78 0.66% /ONAL 6 ' 54+0 55+DO __ 56 58+00 59+00 _-= ---. ._�_,_-_ -` ..:.. ._::_:... w - ... - -� ._'- -�. w �---- =r Ir --� --r- ._=1-�'-'.---- 116.85 24"S E 8"CPE 51 0.66% - 1288.3s _-- -------J 4-------------------------. 3 TY.2-54"CB,SL 129.00 117.85(8"S) F 12"CPE 60 0.80% 3/1/19 ._ -- _ - G 12"CPE [ ) --.:. _ -- 118.75 2" 34 0.79% _- 116.85(24"N) 11 H 12"CPE 131 0.50% I REMOVE CB 6 s - - -P s _ _ - - 4 BAYFILTER 127.15 120.80 8" -�` s - s- ` PER DTL 4 -� �� .2/C2. 120.47(12"N) 12°CPE 158 0.36% � - - - - •Jr-r II Es --r._ 5_.._.-. _;.Q.... - - - - O - B '�`r- a2�G, 117.64(12"S) J 12"CPE 80 0.36% M S =ti 130___c _,__ s 8`.� - 5 OMITTED K 12"CPE 120 0.36% o 0 0 - SG �'�. 122-. Ak } 7 1 A 6 TY.1 CB,GR 127.00 123.86(8"S,E) L 12"DI,CL50 106 0.36% _. -- ---- 7 TY:1 CB,GR 128.20 124.55(6"S,N) M 8"DI,CL50 37 0.66% T r RAIN _ -_-- - ----_�"_ J II 6 TY.1 CB GR 128.20 112.4(8"S N N 8"DI CL50 37 0.66% CB88BORM I` ` - - _ _- ' - ---- 1 p [REMOVE] g TY.1 CB,GR 128.15 125.40(8"N) 0 B"DI,CL50 37 0.66% -_ BY \ ) �� 10 TY..1 CB,GR 125.10 121.28(8"W) P 6"PVC 30 8.17% 31 [REMOVE] C PERMIT I I29 W2 O 27 L 7 g I 2 X1 2 I. [REMOVE] :. 120.95(12"E,S) 11 u I v �' INI 11 TY.1 CB,GR 123.85 121.70(8"E) 0 6"PVC 125 1.00% 1 �„ ;,,,•_ ee. _. R 8"PVC 67 1.00X 12 TY.i CB,GR 126.59 121.60(12"E,'N) 1 - 28Ir 13 TY.1 CB,GR 126.20 122.17(12"E,W) S 8"PVC 125 1.00% T 6"PVC 27 1%MIN. e'R0 DOWNSPOUT .[� e�26 p 14 TY.1 CB,GR 126.20 122.46(12"S,W) U 6"PVC 80 1%MIN. _ 6'PVC,SDR21 0 1%MIN. X 15 TY.2-48"CB,SL 128.45 122.89(12"E,N) : I - TO COLLECTOR ROOF DRAIN INFILTRATION GALLERY'A' V 6"PVC 43 1%MIN. a 0 PER SHEET C2.3 : 16 TY.1 C8,GR 125.85 123.44(6"N) CBBSTORM 39-MC-3500 STORMTECH CHAMBERS j 123.27(B'S) W1 8"PVC 20 29.10% C'PERMIT LDG e 1 BOTTOM DEPTH I N 1 123.27(12"E) W2 8"PVC 150 1.03%DRAIN BY � ' 4'RD IN ROCK GALLERY 4 _ BOTTOM T R A E DEPTH 116.75 of / _-��---.... ____./ p TY.1 CB,GR 125.85 123.51(8"S,N) W3 6"PVC 123 1.00% BUILDING B DESIGN INFILT.RATE-13 71NIHR 18 TY.1 CB,GR 125.85 123.76(8"S,N) W4 6"PVC 123 1.00% a B U I Lb I N G EIJF I FF=130.00 i [REMOVE] 19 TY.1 CB,CIE 125.85 124.00(8"N) X1 6"PVC 43 1%MIN. g _ -DOWNSPOUT(TYR) - - - 20 TY.2-54"CB,SL 128.18 121.30(6"W) X2 6"PVC 83 1.00% 33.00 - 122 95 12"E w 4YI9 4 PVC,SDR21 0 1%MIN. 4'Ro �� / ( ) TO COLLECTOR ROOF DRAIN * - 120.85(2eS) g FF-1 ✓�'.. VJ3 32 2 CPE SHALL BE ADS,N-12 OR EQUAL. (� o, 8 21 TY.2-54"CB,SL 128.50 121.13(8"W,SW') 3 b I - - PVC PIPE SHALL 8E SDR21 122.95(10E) PIPE COVER=24"MIN.,EXCEPT DIP,CL.50 is 120.85(24'N) PIPE LENGTHS DIST.TO CTR.OF STRUCTURE,U.N.O. 0. of ' 4 22 CLEANOUT 127.80 123.75(6") O 8 , 4'ao 4'Ro N 02 23 CLEANOUT 127.88 125.00(6°) i ,• 24 CLEANOUT 126.58 121.80(8") y „ .0_ { 129 REMOVE 25 CLEANOUT 126.05 123.05(8") (REMOVE] a LOT 2 zg _ ' �• F � , 26 CLEANOUT 129.90 125.00 27 CLEANOUT 129.10 123.00(8") 1 u I INFILTRATION GALLERY'S' I I' 28 CLEANOUT 129.00 124.54(8") w w LOT ! PER SHEET C23 I.. L 12-MC-3500Si0RMTECH CHAMBERS = - 29 CLEANOUT 129.95 125.77(6") A g � _ 8 IN ROCK GALLERY fiIo 30 CLEANOUT 130.00 127.00(6") BOTTOM OF CHAMBERS=120.75 4'AD `4 s 31 CLEANOUT 127 05 124.54 5.5'LIVE-STORAGE DEPTH { ' ,_ 25 19 O 18 N 17 16 DESIGN INFILT.RATE=13.71141 `. '= 32 CLEANOUT 127.70 125.00(6')' ' REMOVE LOT LINE _. DOWNSPOUT PVC,,SD2; ) 1 I LOT 3 "•n,• � e'RD (� TYPE CATCH BASINS PER CITY STD.DTL.SD-020 t ._-�_ 01% I`-'" ' TYPE 2 CATCH BASINS PER CITY STD.DTL.SD-04, D-050 MIN.TO O /41 M -' COLLECTOR ROOF I GRATES PER CITY STD.DTL.SD-070(VANED) 0 S o I ( ) PROJECT NO. I , . /I ?-_D ] SOLID LID(TY,1 CB)PER CITY STD.DTL.SD-080 r" 30 n SOLID LID TY.2 CB)PER CITY STD.DTL.SD-110 DRAWN BY: j;NP OWNSPOUT(TYP) " -- }- ) O,, _o a /2s [ I CLEANOUTS PER CITY STD.DTL.SS-080 P D 18005 I -, \, 1 '} .... I VC SDR21 01%1 ..,.__. { CHECKED BY: 17�I TORAIN - 127223PAD D BYBLDG1COLLECTOR ' ,fr STORM OOF D - ,f /r , DOWNSPOUT DRAIN -_a C E IT 8 PVC SOR21 1%MIN R /' TO COLLECTOR ROOF DRAIN o � p I M w_�_'_- w ..._.. "�,ttll"11=• (24 MIN.COVER) L 4 �. ,129 / < a / U 128- _-__ 21 1 - �� J - ... LU 15 1193. � "- _ N 10.59'70 E _ -+ ._ I i I• z IUj - w a 14 _ w A Q m rt I AS DRAWING APPROVAL C7 i THIS PLAN SET HAS BEEN REVIEWED AND APPROVED W O a +e oo eo PER THE CONDITIONS ON THE TITLE SHEET: 4- fn n LEGEND 1 in h a 30 ft. BY: s NOTE EXISTING PROPOSED City Engineer,CITY OF ARLINGTON SHEET TITLE R THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY ---- PROPERTY LINE +'' - 8°=S SEWER MAIN •'v � STORM MANHOLE DATE: 6: I� ONLY, THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES STORM PLAN B BEFORE COMMENCING WORK. --- R.O.W.CENTERLINE - 12^ STORM DRAIN ---c-- -E- ELECTRICAL LINE CONSTRUCTION DRAWING APPROVAL o EXISTING GRADE INFORMATION IS APPROXIMATE, THE CONTRACTOR SHALL FIELD VERIFY DOSTING EASEMENT tY Y FIRE HYDRANT --- T-- -T- TELEPHONE LINE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. PER THE CONDITIONS ON THE TITLE SHEET. a� CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE CONCRETE E3 0 WATER METER ---c-- -G- GAS LINE J OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTIUTY AND GRADE INFORMATION, a m RETAINING WALL D4 N GATE VALVE Ef a] POWER VAULT BY: SHEET NO. CALL AT LEAST 2 WORKING ---100----- -100- GRADING CONTOUR City Engineer,CI A LIN . DAYS BEFORE YOU DIG CI • SEWER MANHOLE o ♦�+1.� UTILITY POLE I e CALL'811' - -' --"-'-' WATER MAIN ■ STORM CEI �c -7� STREET LIGHT DATE: IS APPROVAL VALID FOR 18 MON NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 67TH AVENUE NE „i r 1 432679.401AGAW o P D,qo (COLLECTOR ARTERIAL) 4e .s EE3µ15za.a1 5t,' -- -- -- �, _ N '� � ' SEWER NOTES \., c S1 STA 10+00: EX.SSMH 11669 • ON T - ER NOTES � -- -- --- CONTRACTOR SHALL REFER TO CURRENT t5 ra _ - RA ION L E ' '_ 55+T� -_- 6 7 s 58+00 V 59+00 = STD.DETAILS&NOTES. ..-4- - , ..,.,,�„� - ._.___1.. ; _�_ =-r._, IE=11740.(EXADI2[ADJUST P)NEW GRADE] , THRUST BLOCKING SHALLOBESPER A - - - - { .--1z88,36'- \' - - .'- I'� - - FIELD VERIFY DROP,MIGHT BE 8"DIAE] CITY STD.DTL.W-160,W-165(TYP) 3/1/19 !' BY BLDCYC.- i. - ` �� - --L- ----� �:-------------------------- IE=115.67(EX.12'SW). ---- -- - L ----- -- > - - ----��r- -- - --" ;\-.- - ---- - -----__- - __ IE=115.49(EX_12"N) EX.12"TEE w --w -- -w ... _-- --- - .[RECONNECT IE=117.40,8"E,DROP] EX.2 12°GV FLxMJ EX.6'GV&FIRE HYDRANT ° - - _ -4 S4 11+00 - s .- ° 1- �� r12 S3 STA 10+20.6. W7 STA SLEEVE 0: REMOVE EX.12"CAP&BLOWOFF M 0 --_..- sl s -s s sTs SLEEVE '- S5 1�1 00 j 12 0 PER CITY 1�STD -010 _ ( �,� RIM=�127.15 iD 12� 10'x15'WATER - --- - �,• W3 38-12"DIP,CL.52 ---- - 48 SSMHESMT.TO qn ,, �� IE=117.70(8"S)TL...{{ 1 FlRE HYDRANT 1 / 1 �t �C R ESMT.. T ¢ ` r -�o- �`_-f. r4. IE=117.60(8"W) W4 STA 28+38.55: 12"z8"TEE(MJxFL),THRUST BLOCK ® � (BY BLDG C) j L - I�- -�-^-I\ k�. z az° .FlRE SERVICE TEE PER CITY STD.DTL.W-220 2 S4 296' 8°PVO,SDR35®0.40% 8"GV(FLxMJ,WEST) -129 _ 2 -..�� ,r S5 STA 13+169. SSMH 2:STD. 1 48"SSMH �--° DTL SS-1 W5 296-12"D ;CL52 PER CITY STD.D 0 0 W6 STA 31+34.5IP12"TEE(FLxFL) r _ r,.�--. �., ,-- c� I IE=119?00 08"E. 12"GV(FLxMJ,SOUTH) _r-- /• .� ,,`.., 1E=118.90(8"N) 2 N.12" 45-DEG BENDS(NORTH) 1- oIV _ -. 8 I 6"GV(FLxMJ,EAST) a S6 198'-8"PVC,SDR35®0.40% 4 i FIRE HYD.(18'R)PER CITY STD.DTL.W-020,W-030 $ % WATER AND SEWER MAIN y;I z --_' s7 STA 15+15.00: THRUST BLOCKING PROFILES PROVIDED ON m z BOLLARDS PER CITY STD.DTE.W 030 \ v I _ SSMH 2: TY.1-48"SSMH J / .PER CITY STD.DTL.SS-010 PRESSURER80-85 PSI r SHEET C1.7 -.< - -i'I N RIM=128.98W7 399 12"DIP,CL52 \__ -/ 56 "< �'i B U I L D'N G 4 B E ' IE=119.80(6"W) WB STA 35+33.68: 12"TEE(MJxFL) w I ,,II - A I 6"GV FLxMJ,SOUTH) a �UILDINV 1nr j I I �. ,I I ### 'I ,i S8 STA 15+10.63.12.0'RL• �J FF=130.00 fr ,r'.. -1, ON FIRE HYD.BLOCKING PER CITY STD.DTL W-020,W-030 g .4,• � I 6" NB FO .� ,�.., ;', a- :v �--�L B ;.,-�-U S R BLDG'C'CONNECTION :` z _ CAP&MARK END THRUST BLOCKING FF=133.00 '� I .j `, / :. T / IE=122.00 2 BOLLARDS PER CITY STD.DTL W-030 - Z5 „ /------ 11'-6"PVC,SDR35 0 18% w 15'SEVER ESMT. - J W9 79 12'DIP,CL.52 TO'Cln y� �j � g,--- _-- - S9 15' 6"PVC,SDR35 0 3.0% STA 36+12 8. 12"x12°x 2"TEE >r 1 7 3T-12"GATE VALVES(FLxMJ) < d S IM ' W10 ;., 4 •, 1 r, +,,� S10 STA 15+08.00,1 .01T: � o _ �.t MONITORING MH PER 2 12 SLEEVES a a y}I 1 J Ir ;,,\\`� THRUST BLOCKING O e Cln STD.DTL SS-130 51 Z:Z,..," I -- RIM-129.50 N LOT 2' i , '' N 0` IE=120.55(6'N),.IE=120.45(6"S) W11 37'-8"DI,CL.52 FIRE LINE,RESTRAINED JOINTS 0 i i o n i V f W12 INTERIOR FIRE SPRINKER DCDA PER CITY S11 SSCO PER.CITY DTL SS-080 C� �', ` RIM=129.90,IE=120.65 STD DTL.WUILD Y 225 CON - a _1 ^'' _ 6"PVC SDR35 02%MIN.TO'S10' DESIGN/BUILD BY CONTRACTOR,REQUIRES 2 INTERIOR PLUMBING IS DESIGN I BUILD BY "`"0"- T} - CONTRACTOR.DESIGN SHALLBECOMPLETED 4 I '1 ��-� -" `7 .�-' ,r'� SEPARATE FIRE PERMIT.CONTRACTOR SHALL VERIFY - I - =-= SPRINKLER SYSTEM LINE SIZE '1 S7 I, AND VERIFIED WITH SERVICE LOCATIONSI &FDC SIZE PRIOR TO ANY CONSTRUCTION! s g �I LOfi SIZING.REPORT DISCREPANCIES WITH I I .� rW, C3 r I j ENGINEER PRIOR TO ANY CONSTRUCTION W13 FIRE DEPT.CONNECTION PER CITY STDS. 68'-8"DI,CL.52 FDC LINE 1 -45-DEG BEND(MJ) .,RESTRAINED JOINTS,THRUST BLOCK REMbVE LOT LINE 2 BOLLARDS PER CITY STD.DTL.W-030 ' W NEW 2"WATER METER(BY CITY) �1 -o� -- -_°- s --o -- - --- •' \ NEW 15 WATER NEW 2"RPBA R CITY STD.DTL.W 130 31 \ 126 ESML qn. NEW HOT-BOX(HEATED)WITH ELECTRICAL SERVICE LOT 3 Z l D LL_ - " 4111 5 R SER Y SIDR7 I 25T i I W1 124'�2"WATER VICE,POLY PROJECT NO TOG 18005 { -. W16 NEW 2"WATER METER(BY CITY) DRAWN BY --_ ❑ ;j ) NEW 2"RPBA PER CITY STD.DTL.W-130 PAD t Iit NEW HOT-BOX(HEATED)WITH ELECTRICAL SERVICE CHECKED BY: W17 300' 2"WATER SERVICE,POLY SIDR7 PAD M W7 W18 NEW 1.5"WATER METER(BY CITY,FOR IRRIGATION) '-- _ 'o% °� ❑ I NEW 1.5"DCVA PER CITY STD.DTL.W-090 Q a Wi r �� _ I$ ( \ U 9 128 uj NEW 1,5'WATER h U) J co - ? _- •s, . w��F ESMt TO CITY Z } a r Wt W2. N 10,59,10.8 30+ r'"- '� : ° .., LU W�_ 0p t T {I I FIRE HYDRANT 1 �I. _. 37571' z �- _. _ `-' -.. _..(BY BUTG C) ,,,/ ••\ is m -� AS-BUILT DRAWING APPROVAL U z �. �- '--L - -----T� ' "'" _ -- THIS PLAN SET HAS BEEN REVIEWED AND APPROVED ILLI O a o 13 3o. 60 PER THE CONDITIONS ON THE TITLE SHEET. m LEGEND _ 1 inch= 30 ft. BY: NOTE EXISTING PROPOSED City Engineer,CITY OF ARLINGTON 8.S SHEETTITLE R THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY ---- PROPERTY LINE -- T-- +- SEWER MAIN �J STORM MANHOLE DATE: WATER ER p ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTIUTIES R& _ BEFORE COMMENCING WORK. -- R.O.W.CENTERLINE -1t o' -o-- STORM DRAIN ---E-- E ELECTRICALS LINE CONSTRUCTION DRAWING APPROVAL SEWER PLAN EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR SHALL FIELD VERIFY EXISTING _ - - - EASEMENT Y1 Y FIRE HYDRANT --_T-- --T TELEPHONE LINE THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. PER THE CONDITIONS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE CONCRETE 83 0 WATER METER _--c-_ -G-- GAS LINE OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTIUTY AND GRADE INFORMATION. S JI RETAINING WALL pd N GATE VALVE rP�, ,� POWER VAULT BY: SHEET NO.CALL AT LEAST 2 WORKING City Engineer,CITY OF ARLINGTON 100 GRADING CONTOUR m DAYS BEFORE YOU DIG G • SEWER MANHOLE -0 + unun POLE C1 .6 CALL'811' -_ �-- 8"wW- WATER MAIN 0 ■ STORM CB O�Z STREET LIGHT DATE THIS APPROVAL VALID FOR 18 MONTHS V NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA O P,..Deo 53 55 /ONAL F' '\ STA 12+20.69: STA 15+16.92: STA IS+1SW. SSMH n:n.1-48'SSMH SSMH 12:TY.1-4B"SSMH SSMH/H TY.1-4e SSMH 3�1�19 67TH AVE NE I PER Cln s1o.on.ss-m0 I PER" s1a DTL ss-mo PER an SM.DTL ss-mo RM'121.15 RIM=129.90 RM=12&9B E=11Z70(B"S) IE-119.00(B°� E.119.80(8°W) 130 e=117.60(8N PROPOSED GRADE E.n&W(B"N) 130 n 120 A 296.-.B 0.40X _ 6 S 115 10+00 51 11+00 12+00 13+00 14+00 15+00 EX.SSMH J1669 RIM-125.82[ADXST TO NEW MADE] IE-117A0(EX 12'MOP) F1EU)MIRFY DROP,NIGHT BE WNA IE=115.67(E%1YSW) IE-115.49(EX 12'N) [RECONNECT IE=117.40,B"E,DROP] g 1 PROFILE-SEWER MAIN-STA 10+00 TO 15+15 1 SCALE 1" = 30'HORIZ,i" 10'VERT. m N C a x = 135 135 ~ d J. HORIZONTA — .... .: ... ... :. .... .. .: ENDS .. .. ._ 130 8 fDC _ _. PROPOSED GRADE 130 3 . :. O C) T2"DI _. ...... ...... . ... 12"DI :. .. ...36 "L CQIE 125 IL Ul 125 _�f z a w m 28+00 29+00 30+00 31+00 32+00 33+00 W r w s_ �m .. .. IN VERT.BENDS PER CITY DTL.W-170&W-175 zEROFILE-WATER MAIN-STA 28+00 TO 33+00 UNLESS an ALLOWS 30'HORIZ,1" 10'VERT. SHALLOWER WATER COVER 1. SCALE: 1" . PROJECT NO. DRAWN BY: 135 " 135 PAD CHECKED BY: �4 �I PAD 130 _. 130 PROPOSED GRADE125 ;QVER 125 - - ° 12°DI- - 12^w 12'b _ �E%GASes a 1s ,w 6D 3 1 inch= 30 ft. 33+00 34+00 35+00 INSTALL VERT. ENDS PER 36+00 CUT-IN 1EE TO EX.12°W 37+00 Z v Q CITY DTL W-170&W-175 U) z C� UNLESS Ott ALLOWS SHALLOWER WATER COVER m 0 LLI J F 3 PROFILE—WATER MAIN-STA 33+00 TO 38+12 Q z 1. scALE: 1 - 30'HORIZ.1' m 1V VERT. AS-BUILT DRAWING APPROVAL CO (7 z THIS PLAN SET HAS BEEN REVIEWED AND APPROVED W LO a PER THE CONDI1IONS ON THE TITLE SHEET. F— Q o= NOTE City Engineer,CITY OF ARLINGTON SHEET TITLE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY DATE: WATER g ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISNNG UTIUN ES BEFORE COMMENCING WORK CONSTRUCTION DRAWING APPROVAL I� c EXISTING GRADE INFORMATION IS APPROXIMATE THE CONTRACTOR SHALL FIELD VERIFY EXISTINGP'`OFILES GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED W CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE PER THE CONDITIONS ON THE TITLE SHEET. OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. CALL AT LEAST 2 WORKING BY: city Engineer,CITY of SHEET NO. DAYS BEFORE YOU DIG ARCING N . CALL'811' DATE: THIS APPROVAL VALID FOR 18 MONTHS NW 114 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA f 1i 67TH AVENUE NE �� :) cP29 03 MAGAWA (COLLECTOR ARTERIAL) N aazs79.aD1 p P oEc ,-. E 1321528.249 Q-�oF wad+L��! ,� - - -- ELEV.124a1 NOTES _ _ -4 ��I UTILITY ' - DESIGN OF POWER,TELEPHONE,CAN AND NATURAL GAS SHALL c-- -- -- -- - _ .- - ---- --- - - - - - - - -- - - - -- >� BE DESIGN BUILD BY CONTRACTOR. UTILITY SERVICES SHOWN ON THIS PLA N IS FOR INFORMATIONAL USE ONLY. THE �i0P1A1_E ' -. L'_. _ 5 0`� _ —_�. _S6+Or�. ,S7f,Op �_�- _ 58+00 - 59+00 CONTRACTOR AND HIS MECH/ELEC TEAM SHALL COORDINATE WITH J, �-I L_-..1288.36'- U8 "cr - r - / $TA 56+75 UB ;'`` -- -- -----� ---------------------------- THE CONTRACTOR UTILITIES BE RESPONSIBLE FOR(SUBMITTING _._. ELECTRICAL AND NATURAL GAS APPLICATIONS TO THE UTILITY Y-�t. - ----- -- --- -------- -- AGENCY. X CONTRACTOR SHALL PROVIDE NECESSARY DEMOLITION, 70.64 TRENCHING, ACKFILL AND RESTORATION UNLESS NOTED 4— — — — — — — — — — — 7,1,2,3 OTHERWISE. B -- - - � - Ut UTILITY POLE(BY SNOPUD) _ ?„ I, U2 NEW POWER TRANSFORMER&PRIMARY SERVICE � COORDINATE W/SNOPUD \ _ -.. �� sOTY _ us s U3 _ _ L,jj_ _ a \ `� W Ins NEW POWER SECONDARY DESIGN/BUILD BY CONTRACTOR ® U4 NEW GAS MAIN(BY PSE). US NEW GAS METER&SERVICE(BY P$E) U6 PARKING LOT LIGHT DESIGN PER ELEC.PLANS T U7 NEW STREET LIGHT(TY.1,DAVIT) PER WSDOT STD.PLAN J 28.10 01 a (FIXED BASE) `V POLE FOUNDATION PER WSDOT STD PLANJ-28.30-03 m / TY.1 JUNCTION BOX PER WSDOT STD.PLAN J-40.10-04BUILDI tin N� 1BI U8 STREET LIGHT CONDUIT-2"PVC,SCH40 i w B I I 1 O�N!'� "!'� 1 FF=13D.00 r ,! , � .`-cl U9 TY.1.JUNCTION BOX PER WSDOT STD.PLAN .10- I o V L V lJ OT a sT "' i / 1 1 '- ! I _ �� U10 TELEPHONE&CAN CONDUITS S N J 40 04 { DESIGN/BUILD BY CONTRACTOR FF=)33.00 t:� �� — w z� ` z i � a o �r , 1 LOT 2. ',. � N D< z I , PARKING LOT&DELIVERY AREA BY WALL-MOUNT CURES PROVIDED o I g LOj I � - — (DESIGN BY OTHERS) t { - w { o , REM VE LOT LINE I ' d 3 O 3 LOT Fes... ,/ PROJECT NO DRAWNTDG 18005 o us , BY: PAD ..., i PAD CHECKED BY: ° U2 Of _ ❑ 129 _ s 128 - .. -, f _ mLu - { - wF D i N 1p. ui 59.10"E ` w -,-_--w ' w ...�._ .. L - - co A BUIL WIN APPROVAL m ear-'-_ AS-BUILT DRAWING AL C> � o LLJ `- - -. 'THIS PLAN SET HAS BEEN REVIEWED AND APPROVED O ¢ R THE CONDITIONS TITLE PER CON ON THE SHEET � LEGEND " _ BY: NOTE EXISTING PROPOSED City Engineer,CITY OF ARLINGTON SHEET TITLE THE LacanoN of au EwsneG UNDERGROUND UnunBs Is SHOWN IN AN APPROXIMATE WAY —--— PROPERTY LINE --E -— SEWER MAIN STORM MANHOLE DATE: UTILITY ONLY. THE CONTRACTOR SHALL DETERMINE ME EXACT LOCATION OF ALL EXISTING UTIOnEs 12°J_— - e- —E ELECTRICAL LINE CONSTRUCTION DRAWING APPROVAL BEFORE COMMENCING T LOCATION - R.O.W.CENTERLINE --- STORM DRAIN o EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR SHALL FIELD VERIFY EXISTING EASEMENT � Y FIRE HYDRANT PLAN — — — --- ?- T— TELEPHONE LINE THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED rn .GRADES AND NOTIFY ENGINEER OF.ANY DISCREPANCIES BEFORE COMMENCING WORK.. PER THE CONDITION$ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE RETAINING WALL E 0 WATER METER - -c-— —G— GAS LINE tE OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. a ----10E--- 10G GRADING CONTOUR D4 N .GATE VALVE u © POWER VAULT BY: SHEET NO. 8 .CALL AT LEAST 2 WORKING .- )f_- ---w WATER MAIN City Engineer,.CITY OF ARUNGTON DAYS BEFORE YOU DIG C e SEWER MANHOLE UTILITY POLE .8 CALL'811' DATE: �_ G ■ STORM CB 0 STREET LIGHT THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA I 6"HIGH CONC.CURB CONC.WALK .FINISH GRADE OR O D,. D fOG PER DTL PLANTING BED ��Q-4 of wesy2 6/C21 CONCRETE SLAB/WALK NOTES s" �.LI- 1. ALL EXTERIOR CONCRETE SLAB&WALK AREAS TO HAVE A"HEAVY PREMOLDED EXP.JT. u8 CAST—IN TRUNCATED DOME STRIP 2'-0° 65 MAX 8R MAX BROOM FINISH". MIN.LENGTH FILLER(TYPJ � �5 2.CONCRETE SHALL BE DESIGNED TO MEET 3000 PSI COMPRESSIVE d CONC.RAMP LANDING ^" STRENGTH DAYS AND EXHIBITS SHRINKAGE 028 DAYS. i `1-� � 70NAL 6 WELDED WIREE FABRIC IS REQUIRED FOR ALL ALL CONCRETE PAVING ogog�g 3.CONCRETE CONTROL JOINTS ARE REQUIRED 1/31/19 8.3%MAX.SLOPE FODA,LOADING,EQUIPMENT SLABS: SAWCUT CONTROL JOINTS AT 12' ro PAVEMENT 2%MAX Fl.USH PAVING PER PLAN D.C.,EACH DIRECTION. WALKWAY SLABS:TOOL JOINTS AT 6'O.C. _ - SURFACE 6.5 N1DTH PER PUN 5 MIN " �,,, ,� 4°CONC.WALKWAY ( ) 6.5' :- •, I ' COMPACTED ROCK BASE ... ..... s,_..:. 1 ..,:,..._.... �2"AGGR.SUBBASE L". 6 HIGH CURB SLOPE CONC.CO BEYOND RB WHITE STENCIL BLUE BACKGROUND "2"AGGR.SUBBASE 4"CONC.SIDEWALK 2'WIDE TRUNCATED DOME STRIP -3"MIN.DEPTH COMPACTED DEPRESSED CURBY1'-6' CRUSHCOURSEED TYPICAL RAMP SECTION �4"WHITE BORDER COMPACTED SUBGRADE CEMENT CONCRETE..CLASS 3000. TRUNCATED DOMES SHALL BE PER WSDOT STD.PLAN F-45.10.01 FINISH GRADE OR PLANTING BED 6" TOOLED EDGES ASPHALT CONC,. CONC.WALK O PAVING PER 6TL. I, ROUND 6"CURB AGAINST 6/C2.1 TOOLED EDGE PLANTER(BOTH SIDES) 9`' MONOLITHIC CONC.CURB AND SIDEWALK 4 PAVING PER PLAN 1, 6X6XW1.4/WI.4 WWM 73 COMPACTED ROCK BASE ¢a `c SLOPE: tY,MIN,2%MAX gbPx 4'-0"0 PARKING m N tm TRUNCATED DOME STRIP B" \COMPACTED SUBGRADE '- 2"THICK LAYER F5 COMPACTED ROCK I BASE I o °�� C M NT ON.R T rl Acc.000 _L ///.////// ✓'�-COMPACTED NATIVE _ OR FILL SOIL w \: n THIS DETAIL SHALL ¢ s 4" NOT BE USED IN THE U RIGHT-OF-WAY OR 3 a HOLE IS PRESENT �I 1-888-ANTI-RAM(868-268-4726) ONLY WHEN SOUTH ACCESS ROAD < m 410-286-3375:FAX 410-479-0175 C M NT CON R .C SS 00- ti E GALVANIZED OPTION P.O.BOX 307,OUNKIRK,MD 20754 U.S.A. O U L� IS SPECIFIED INFOWSECURESITEDESIGN.COM n"J WWW.SECURESITEDESIGN.COM O STEEL ANCHOR TAB IS YIELDED: z ¢ TO THE BOTTOM OF THE POST W �� A.0 PnY1N^^ TO HELP SECURE THE ASSEMBLY n/ IN THE CONCRETE FOOTING aeuSneD aocK ansE — SOIL SuuGRAD FORMED FROM 2-3/8"O.D. 22" W W R .SCHEDULE 40 STEEL PIPE A PAINT.SAFETY YELLOW a PARKING AREAS(PASSENGER CARSNGHT VEHICLES) RESERVED BLUE BACK- 2.5°HOT MIX ASPHALT—CLASS 1/2"AGGREGATE W/PG 58-22 ASPHALT BINDER, -1 6"STEEL PIPE FILLED W/CONC. GROUND W/ OVER 4"BASE COURSE/TOP COURSE. 17.251" WHITE SYMBOL ,e RECOMMENDED &LETTERING '- 9" DRIVE LANES/LOAD BAYS(TRUCKS HEAVIER VEHICLESI SEALANTV11-6. BASE OF PAVING HEIGHT _ 4"HOT MIX ASPHALT-CLASS i/2"AGGREGATE W/PG 58-22 ASPHALT BINDER, 1"WHITE OVER 6"BASE COURSE/TOP COURSE. LETTERS W/ STD.WORDING. •a '� THE BASE COURSE TOP COURSE ROCK SHOULD BE COMPACTED TO A DENSE GROUND LEVEL PER HANDICAP 3s AND UNYIELDING CONDITION. BASE COURSE AND TOP COURSE GRAVEL SHOULD VAN CODE REQ'MTS PROJECT NO. CONFORM TO WSDOT SPEC.9-03.9 3 FOR CRUSHED SURFACING MATERIALS. e : ACCESSABL TOG#18005 O CONCRETE FOOTINGS 1 PLACE THE HMA SHOULD BE COMPACTED TO A MIN.91 PERCENT OF THE MAX THEORETICAL ACCORDING TO LOCAL DRAWN BY: °� TEEL PIPE SET SPECIFIC GRAVITY(RICE'S DENSITY). SOIL CONDITIONSPAVING �HOLE FILLED "SQ.STL POSTPAD 19 RREFER TO PAVEMENT RECOMMENDATIONS AND CEOIECHNICAL ENGINEERING STUDY FOR CONCRETE VICTOR STANLEY 2 SLOT BIKE CENTERED ON CHECKED BY: `#4 REBAR-24"LONG BUILDING B AND C OF GAYTEWAY BUSINESS PARK,AS PREPARED BY SONDERGAARD ANULAR RACK. MODEL BRWS-101. hDCP.STALL (2 PLACES) GEOSCIENCE,PLLC FOR ADDITIONAL PAVEMENT AND SUBGRADE REQUIREMENTS. AT BOTTOM COLOR: TAVERN SQUARE GREEN. URFACE MOUNT PAD LE 7 CONCRETE WHEELSTOP B ASPHALT PAVING SECTION C2.1 SCALE: N.T.S. C2.1 SCALE: N.T.S. U 3 RADIUS=55' c/) J EXPANSION JNT. V—GUTTER PER DTL.14/2.1 U) J FLUSH SURFACE. (WHERE SHOWN ON PLAN) L.L.I U FLUSH 6"HIGH CURB 2-7 (D Q cf) z 3 LLJ PORTLAND CEMENT CONCRETE CLASS 3000 m � I— PER WSDOT SPEC.NO.6-02.3(2)8 a > =1 ° T �„ ROUND TOOLED EDGE W/DUMMY JOINTS 10'0/C. " L5'SOUTH SIDE AS Q —co ¢ z 10'RAMP —BUILT DRAWING APPROVAL (j 0 5R MAX 1'NORTH SIDE L 6x6zW1.4/W1.4 wWM ROUND TOOLED EDGE � � `' a .� = aK1 THIS PLAN SET HAS SEEN REVIEWED AND APPROVED L1J O a 6x6XW1.4/W1.4 WWM PAVING PER PER THE CONDITIONS ON THE TITLE SHEET. - Qa a R=1/2"y PLAN — __ ._ BY: U R/W LINE N 2'WIDE ASPHALT TRAIL City Engineer,ineer,CITY OF ARLINGTON c :r ,. .. 6"D CEMENT TRUNCATED 5"HOT MIX ASPHALT,OVER SHEET TITLE 4"COMPACTED BASE COMPACTED ROCK a .;` CONCRETE PAVING DOMES STRIP 2. DATE: ROCK BASE " 4".CRUSHED ROCK TOP COURSE. G— TEXTURE CONCRETE AT u a DRIVEWAY ceossmcs RAMP LANDING CONSTRUCTION DRAWING APPROVAL U�-. ni 11TI.0 a.Fi i 1 SUBGRADE(COMPACT k L COMPACTED SUBGRADE I 2' SITE T�I dXa'SURFACE SCORING. 2'MAX IN ANY To 95% ^';r�'��ul ;, Ii DIRECTION THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS CEMENT CONCRETE,CLASS 3000 lli�l - rl l FI I�i1i� ) ,. - 'I - 6"CRUSHED ROCK BASE PER THE CONDITIONS ON THE TITLE SHEET. CEMENT CONCRETE,CLASS 3000 BY: \/^SHEET NO.City Engineer,CITY OF ARLINGTON V� ■ 1 1 DATE:.. THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS; MAINTENANCE NOTES USEW STAPLES OR WIRE RINGS TO ATTACH FABRIC o P• Deg/', 1. ADD QUARRY SPALLS IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. WIRE MESH SUPPORT pof'"gSNtiY FENCE FOR SLIT FILM 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT,THEN ALTERNATIVE MEASURES TO FABRICS MAINTENANCE STANDARDS $ KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED.THIS MAY INCLUDE STREET SWEEPING,AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE,OR THE INSTALLATION OF A WHEEL WASH m 1. DAMAGE RESULTING FROM RUNOFF OR CONSTRUCTION ACTIVITY SHALL BE REPAIRED IMMEDIATELY. M46 \ 3. NO TRACKING OF SEDIMENT ONTO THE ROADWAY IS ALLOWED.IF SEDIMENT IS TRACKED ONTO THE ROAD,CLEAN THE ROAD 2. IF THE SWALES DO NOT REGULARLY RETAIN STORM RUNOFF,THE SIZE AND/OR FREQUENCY OF THE SWALES SHALL BE THOROUGHLY BY SHOVELING OR PICKUP SWEEPING.TRANSPORT SEDIMENT TO A CONTROLLED SEDIMENT DISPOSAL AREA. INCREASED. 70NAL 6 ' 4. KEEP STREETS CLEAN AT ALL TIMES.CLEAN TRACKED SEDIMENT IMMEDIATELY. 3. INSPECT ONCE A WEEK AND AFTER EVERY RAINFALL IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA. 1/31/19 5. STREET WASHING OF SEDIMENT TO THE STORM DRAIN SYSTEM IS NOT ALLOWED. LEVEL BOTTOM 92:7777777GRASS OR ROCK 6. IMMEDIATELY REMOVE ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY. T�.=(I 7. INSTALL FENCING(BMPS C103 AND C104)TO CONTROL TRAFFIC IF VEHICLES ARE ENTERING OR EXITING THE STE AT POINTS BURY BOTTOM OF FILTER l 1 2 j j\\ OTHER THAN THE CONSTRUCTION ENTRANCE($). MATERIAL IN 8 BY 12" 1'MIN. n S T TA I ZE ALL CONSTRUCTION B. UPON PROJEC COMPLETION AND SITE TA AT PERMANENTLY N S BU UCTION ACCESSES INTENDED AS rr IKLNUH S BNZ ON, ER NE TY 6'MAX. } PERMANENT ACCESS FOR MAINTENANCE. 7 MIN GEOTEXTILE STANDARDS 2°BY 2"WOOD POSTS, STANDARD OR BETTER OR 3 TEMPORARY SWALE O GRAB TENSILE STRENGTH(ASTM D4751)-200 PS MIN. EQUIVALENT EYJSSV4G ROP GRABEN TENSILE BURS ELONGATION (ASTM DJ766Z)fi0A)OX MAX.00 MIN. C2.2 SCALE: N.T.S. _) ADS(ASTM D4751)-20 TO 45(U.S.STANDARD SIEVE SIZE) FENCE FOR SL T FWIRE ILM V (� FABRICS O D O D O $ FILTER FABRIC FILTER FENCE MAINTENANCE NOTES ADAPTER SKIR RETRIEVAL STRAP 20'R O O O O O 1' MATERIAL 1. REPAIR ANY DAMAGE IMMEDIATELY. 45" 36"� / O O O.OV 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE 4"-8"QUARRY SPACES O O O O t_ FENCE,INTERCEPT AND CONVEY THEM TO A SEDIMENTW71ON INLET PROTECTION NOTES: O O PROVIDE WASHED POND. SLOPE AWAY FROM ROAD O O O O O GRAVEL BACKFILL OR 1.FILTERS SHALL BE REMOVED AND CLEANED OR O O O COMPACTED NATIVE 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THEREPLACED AFTER EACH STORM EVENT AND ON A SOIL AS DIRECTED BY FENCE FOR SIGNS OF THE FENCE CLOGGING,ACTING AS AERFLOW WEEKLY BASIS. O O O O LOCAL GOVERNMENT BARRIER TO FLOW,AND THEN CAUSING CHANNEUZA11ON GEOTEO BYPASS K O O OF FLOWS PARALLEL TO THE FENCE.IF THIS OCCURS, FABRIAK STORM GEOTEXTILE 0 O 8'MIN. REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. LUMES) BURY BOTTOM OF FILTER y �V�' MATERIAL IN 8"BY 12" 4. REMOVE SEDIMENT DEPOSITS WHEN THE DEPOSIT REACHESFOR EXISTING AND ryp TRENCH APPROXIMATELY ONE-THIRD THE HEIGHT OF THE SILT FENCE,OR INSTALL A SECOND SILT FENCE. TCH BASIN NEW CATCH BASINS g 12"MIN. THICKNESS PROVIDE FULL WIDTH OF 2"BY 2"WOOD a INGRESS/EGRESS AREA POSTS,STANDARD 5. IF THE FILTER FABRIC(GEOTEXTILE)HAS DETERIORATED OR EQUIVALENT ALENT ETTER OR DUE TO ULTRAVIOLET BREAKDOWN,REPLACE IT. g T ROCK CONSTRUCTION ENTRANCE /'2-1 FILTER FABRIC FENCE 4 CATCH BASIN FILTER C2.2 SCALE: N.T.S. C2.2 SCALE: N.T.S. C2.2 SCALE: N.T.S. ri chi a MAINTENANCE STANDARDS a E 1. CHECK DAMS SALT MONITORED FOR PERFORMANCE AND SEDIMENT ACCUMULATION DURING AND AFTER EACH RUNOFF O < PRODUCING RAINFALL SEDIMENT SHALL BE REMOVED WHEN IT REACHES ONE HALF THE SUMP DEPTH. o H 2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE CONCRETE HANDLING NOTES EDGES of THE DAM. TEMPORARY HYDROSEED MIXTURE U 3. If SIGNIFICANT EROSION OCCURS BETWEN DAMS,INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CONCRETE WORK GENERATES PROCESS WATER AND MAINTENANCE STANDARDS_ CHANNEL HYDROSEED MEADOW MIX(TEMPORARY SOIL STABILIZATION AREAS)RATIO, SLURRY THAT CONTAIN FINE PARTICLES AND HIGH pH, '� & 1.PROMDE PROMINENT P MARKER%THIN POND. BY WEIGHT,OF 40%PERENNIAL RYEGRASS,40%TALL FESCUE,20%RED BOTH OF WHICH CAN VIOLATE WATER QUALITY z � 3.FROM SEDIMENT POND MENEITO REACHES 1.0'IN DEPTH. E iS° (O.Sm) FESCUE. M VIEW LOOKING UP STREAM E STANDARDS. UTILIZE THESE MANAGEMENT PRACTICES i 3.ANY DAMAGE TO THE POND EMBANKMENTS OR ANY TIME CONCRETE IS USED. A iptl APPLY AT 350 LB./ACRE SLOPES SHALL BE REPAIRED. APPLY 10-20-20 FERTILIZER AT 435 LB./ACRE 1.CONCRETE TRUCK CHUTES,PUMPS,AND INTERNALSAPPLY WOOD FIBER MULCH AT 2000 LB. ACRE SHALL BE WASHED OUT ONLY INTO FORMED AREAS/ AWAITING INSTALLATION OF CONCRETE OR ASPHALT. MAz.WATER suREACE EL=1ze.o 2.WHEN NO FORMED AREAS ARE AVAILABLE,CONTAINCULVERT OR SWALE Z(2YR/24HR STORM) SEED MIXTURE:INLET PER PLAN SEEDING ALONE IS ACCEPTABLE ONLY ON FLAT AREAS AND LIMITED TOWASHWATER AND LEFTOVER PRODUCT IN A LINEDTOP EL=129.0 MIN. MARCH 1ST TO MAY 15TH AND AUGUST 15TH TO OCTOBER 1ST.JUTE CONTAINER.DISPOSE OF WASHWATER IN A MANNER MATTING MAY BE REQUIRED ON STEEP SLOPES. THAT DOES NOT VIOLATE GROUNDWATER OR SURFACE -- - SEED SHALL CONFORM TO THE STANDARDS FOR'CERTIFIED"GRADE WATER QUALITY STANDARDS. SEED OR BETTER,AS OUTLINED BY THE STATE OF WA.DEPARTMENT OF -rt� 3.UNUSED CONCRETE REMAINING IN THE TRUCK AND A AGRICULTURE'S'RULES FOR SEED CERTIFICATION"LATEST EDITION. SEED SHALL BE FURNISHED IN UNOPENED CONTAINERS WITH SEED MIXTURE PUMP SHALL BE RETURNED TO THE ORIGINATING PROJECT BOTTOM EL- BATCH PLANT FOR RECYCLING. TOG#1800005 INFILTRATION RATE-10.0 IN/HR SECTION A-A CONTENT AND INERT MATERIAL PLAINLY MARKED ON THE OUTSIDE OF RIPRAP saalwnr CONTAINERS. FURNISH DUPLICATE COPIES OF A STATEMENT SIGNED BY 4,HAND TOOLS INCLUDING,BUT NOT LIMITED TO, DRAWN BY: 5'x10'41'THICK THE VENDOR CERTIFYING THAT A CERTIFIED SEED-TESTING LAB HAS SCREEDS,SHOVELS,RAKES,FLOATS,AND TROWELS PAD 4"-6"QUARRY SPACES FLU_ TESTED EACH LOT OF SEED WITHIN 6 MONTHS OF DELIVERY TO THE SHALL BE WASHED OFF ONLY INTO FORMED AREAS CHECKED BY: PROJECT SITE AWAITING INSTALLATION OF CONCRETE OR ASPHALT. F 5.EQUIPMENT THAT CANNOT BE EASILY MOVED,SUCH AS PAD TEMP. SEDIMENT/ INFILTRATION POND o CONCRETE PAVERS,SHALL ONLY BE WASHED IN Y AREAS THAT DO NOT DIRECTLY DRAIN TO NATURAL OR IZ C2.2 SCALE: N.T.S. N CONSTRUCTED STORMWATER CONVEYANCES. Q < 8 (2.4m) 6,WASHDOWN FROM AREAS SUCH AS CONCRETE a 3 AGGREGATE DRIVEWAYS SHALL NOT DRAIN DIRECTLY SPACING BETWEEN CHECK DAMS TO NATURAL OR CONSTRUCTED STORMWATER U) J J i CONVEYANCES. LL U � 7.CONTAINERS SHALL BE CHECKED FOR HOLES IN THE Z_ > a LINER DAILY DURING CONCRETE POURS AND REPAIRED THE SAME DAY. U) 3: A L B m W J F- Qua AS-BUILT DRAWING APPROVAL Co U i L-THE DISTANCE SUCH THAT POINTS A THIS PLAN SET HAS BEEN REVIEWED AND APPROVED Ll I O < AND B ARE OF EQUAL III `..., PER THE CONDITIONS ON THE TITLE SHEET. ELEVATION a ROCK CHECK DAM (D o BY: C2.2 SCALE: N.T.S, City Engineer,CITY OF ARLINGTON SHEET TITLE DATE: CONSTRUCTION DRAWING APPROVAL TESC DETAILS THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY. /\^SSHEET NO. City Engineer,CITY OF ARLINGTON DATE: IS APPROVAL VALID FOR i6 ONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA C8 1-TY.2-54" RIM=127.55 P, DECEDGE OF ROCK GALLERY o -_-_- IE=117,40(12"N)_ CBk4- �p WA MC-3500 END CAP IE=118.95(12"E) BAYFILTER MH gyp'of sa � _____________ IE•116.85(24"S) PER DTL.2/C2.4 $ RIM=127.15 I E=120.47(12"N) �-446° \ IE=117.64(12"S) SS/ONAL 6' I I 12"D 12"D I t/31/1s I � I Ia I 1 = I 12"CPE HEADER EX.GRADE 129.0 I (BOTH SIDES) en /__........... ...,......_ ....... / ....... .. ....... 1/ -_- ....._. ._. .._..__- I ^ I IE=118.95 SURFACE GRADE VARIES n CB12 TY 2`127 8-129.0 RIM=128.00-54 IE=117.5(15"NE,SE) a IE•118.95(12"W) I I IE•116.85(2eS) I STORMTECH MC-3500 CHAMBERS 60 24"ODE INTO END CAP 39 OTY-MC-3500 STORMTECH CHAMBERS EL=121.50 IE=116.85 ° RIM:F 9. 2-5a' BOTTOM ELEV OF CHAMBERS=118.75 j EL=120.50 RIM=129.00 n • IE=117.85(8"S) IE=118.95(12"W) Z IE-116.85(2eN) 2 INFILTRATION GALLERY 'A' - PLAN VIEW new7ir EL=116.75EL=116.00 C2.3 SCALE: 1" = 10' 1 DESIGN INFILTRATION ED RATE=13.7 IN/HR _ COVER PIPE CONNECTION TO I CA P AP WTH ADS � INFILTRATION GALLERY'A' - SECTION CA TICS NON-WOVEN GEOTEXTILE C23 SCALE: N-LS. MC-3500 CHAMBER PRIOR TO FULL EXCAVATION OF INFILTRATION GALLERY,THE INSTALL UNDER ISOLATOR ROW CBR1 INSPECTION&MAINTENANCE CONTRACTOR SHALL PROVIDE TWO(2)TEST PITS FOR GEOTECH (NORTH ROW) �- W TWO LAYERS OF ADS TY.2-54"CB STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT ENGINEER VERIFICATION OF THE DESIGN INFILTRATION RATE. GEOSYNTHETICS 315WfM WOVEN SEE DETAIL 51C2.3 A. INSPECTION PORTS(IF PRESENT) V1 B GEOTEXTILE BETWEEN FOUNDATION FOR ISOLATOR ROW A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN r�-I 3 b, STONE AND CHAMBERS. BYPASS A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED Fy $ 8.3-FT MIN.WIDTH STRIPS(MC-3500). A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT w AND RECORD ON MAINTENANCE LOG a A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF IE(12"E)=118.95 SEDIMENT LEVELS(OPTIONAL) O c H A.5, IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT, OF'1 rd Z PROCEED TO STEP 3. mil/ IN I AASHTO MATERIAL SYSTEMS d B. ALL ISOLATOR ROWS H ? ? IE(12'N)=117.40 B 1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ACCEPTABLE FILL MATERIALS:STORMTECH MC-3500 CHAMBER -..._.... -.--. w = ° ROW t� IT N ' COMPACTION/DENSITYFr 8 y d DESCRIPTION MATERIAL LOCATION B2. USINGAFLASHLIGHT INSPECT _ _.C_L_AS_SIFICATIONS '� REQUIREMENT ', o y � � � DOWN THE ISOLATOR ROW THROUGH rr h� i FINAL FILL:FI ILL MATERIAL FOR LAYER'D'STARTS -- N D) OUTLET PIPE V z FROM THE TOP OF THE C'LAVER TO THE BOTTOM ANY SOILIROCK MATERIALS,NATIVE SOILS,OR PER PREPARE PER SITE DESIGN ENG NEERS PLANS. t7 4 ) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A I"•I w D OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT Nlp PAVED INSTALLATIONS MAY HAVE STRINGENT U V 8 ^µ4' CONFINED SPACE ENTRY W �+ GRADE ABOVE,NOTE THAT PAVEMENTSUBBpSE BUBORADE REQUIREMENTS MATERIAL AND PREPARATION REQUIREMENTS. 5 - • 6 TY.2.54"CB II) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF W CS _ MAYSEPARTOFTHE'OwYER - _ ____ _-. d • L ^ p 1 _-. __ - ..._-_ _ L__. _-_..... C � ENTERING MANHOLE ag"wTO U5 BEGIN coMPAcnorvS AFTER 24•(a-o mm)oF 24"(600 mm)HOPE ACCESS PIPE B.3. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT, INITIAL FILL:FILL MATERIAL FOR LAYER C GRANULAR WELL-GRADED 80-GGREGATE MIXTURES,<35%' MATERIAL OVER THE CHAMBERS IS REACHED, Y REQUIRED USE FACTORY PROCEED TO STEP 3. STARTS FROM THE OF THEEMBEOMENT FINES OR PROCESSEDAGGREGATE. COMPACT ADDITIONAL LAYERS IN I2(300 mm) PRE-CORED END CAP C 'STONE('IV LAYER)TO RI"(600 mm)ABOVE THE OR IMAX LIFTS TO MIN,B5%PROCTOR DENSITY FOR ., TOP OF THE CHAMBER.NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU 3 367/,487,6 80 5T S 43 00,T 7B B BB WELL GRADED MATERIAL AND 95%RELATIVE V) F PART p:MC35001EPP24BC E(24"S)=116.85 STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS M3H7,,57, suaepsE MAY 9EAPART OF THE'c'LpvER of THIS LAYER DENSITY FOR PROCESSED AGGREGATE a A. AFIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 451 M^rERIALs. MC-3500 SECTION (1.1 m)OR MORE IS PREFERRED - EMBEDMENTSTONB FRLSURROONDING THE 1 NTS B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS _ CLEAN CRUSHED,ANGULAR STONE NOMINAL SIZE AASHTO M43' B CHAMBERS FROM THE FOUNDATION STONE('A' DISTRIBUTION BETWEEN 314 2INCH(20-50 mm) 3 4 NO COMPACTION REQUIRED, CLEAN LAYER)T°THE DwYER ABDVE. 4 ISOLATOR ROW SECTION CB#1 - _ C. VACUUM STRUCTURE SUMP AS REQUIRED i FOUNDATIONSTONE:FILL BELOW CHAMBERS CLEAN CRUSH ED,ANGULARSTONE,NOMINAL SIZE ISHII M43' PLATECOMPACTORROL-ACHIEVEAFLAT A FROM THE SUBGRADE UP TO THE FOOT(BOTTOM) DISTRIBUTION BETWEEN 314-2 INCH(2-mm) 34 SURFACE C2.3 STEP3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS, OF THE CHAMBER. SCALE: N.T.S. PROJECT NO. PLEASE NOTE: �I TDG#18005 THE LITE T F GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN CRUSHED ANGULAR. A SPECIFICATION FOR I4 STONE WOULD STATE: CRUSHED, E ANGULAR s DAASH OD3s GNAT orvs ARE oftcRAD D, STEP4) INSPECT AND CLEAN BASINS ANO MANHOLES UPSTREAM OF THE 2. STO N0.4 H COMPACTION CTI STONE". DRAWN BY: 3, WHRMTECHCOTION SONACESMAY NTS BECAME MET FORALOCATION MPACTON,FO STANDARLS WH EN D ACED SSIGN LODCONDITED IN IONSB FLAT SURFACE LIFTS MAYBE ING ACHIEVOFULLCOVERAO S WITH A DRAGGING WTHTORYCOPACTIO R. STORMTECH SVSTEM, 8, WHERE INFILTRATIONOADDE DESIGNS, NTACTsOMISEOBVCO COMPACTION REQUIRAMENTS.ONLOADCONDITIONB,AFLATSURFACEMAVBEpCHIEVEDBYRAKINOORORAGOINOWITHOUTCOMPACTION PAD EQUIPMENT FOR SPECIAL LOAD DESIGNS,CONTACT S70RMTECH FOR COMPACTION REQUIREMENTS. NOTES CHECKED BY; ---- SOLID ROUND PAD AOBOEOBYNTMETIC3001TNON-YWVEN GEOTEXTILE ALL PAVEMENT LAYER(DESIGNED > LOCKING LID 1. INSPECT EVERYBMONTHS DURING THE FIRST YEAR OF OPERATION. oo"E",Y SITE INEEII 3 6 f ADJUSTTHEINSPECTION INTERVAL BASED ON PREVIOUS Y -� 7," t.. 134fx"-< "� -RIM=127.55 OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER AROUND CLEAN,CRUSHED,ANGULAR STONE NABS O /� T B' ELEVATIONS m PERIMETER STONE R BY STE DESIGN ENG 13'(300 24 " `T (SEE NOTE$) C a 1 rena mI MIN• (mnx) 2 OR WHEN INSPECTION -_ mm)M N I B �' SHOWS THAT MAINTENANCE IS NECESSARY n- CONDUCT JETTING AND VACTORING ANNUALLY !!!�•14 EXCAVATION WALL A�- "' B T ( - ( vJ J (CAN SE SLOPED OR VERTICAL) 45 z w ! d pp y z ¢ 1119 .i. � Z Q A; '( i DEPTH DESIGN STONE ENGINEER BE DETERMINED R a'(160 mm)MIN 4 '""' 1(I'r'" SUBGRADE BOILS -''T( 51 - BY DESIGN ENGINEERS(380 mm)MIry a OVERFLOW TO �jJ t a l Its 1 II� 9 _ "- MP9600 ' B- 1B60 ) fY'(900mm)TYP '� MANIFOLD co END CAP (SEENOTES) (230 mm)MIN EL=120.45 NOTES: IE(12"N)=117.40 _-- Q Q z 1. Mc-35a0 CHAMBERS SHALL CONFORM TO THE REOVIREMENT80F A8TM F20i8"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL BTORMWATER COLLECTION CHAMBERS". B AS-BUILT DRAWING APPROVAL ?� m aqq IE(12"E)=118.95 L 2. MC-3500CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WTH ASTM FV87"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALLSTORMWATERCOLLECTIONCHAMBERS", S=Q �3 TO ECCENTRIC THIS PLAN SET HAS BEEN REVIEWED AND APPROVED UJI O a 3, "ACCEPTABLE FILL MATERIALS"TABLE ABOVE PROVIDES MATERIAL LO CATIONS,DESCRIPTIONS,GRADATIONS,AND COMPACTION REOUIREMENT3 FOR FOUNDATION,EMBEDMENT,AND FILL MATERIALS S ww �SS OVERFLOW PER THE CONDITIONS ON THE TITLE SHEET. ~ 4. THE"SITE DESIGN ENGINEER"REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT, Y MANIFOLD Y E(24"$)=118.85 S� TY.2-54"CB Q N 6. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONEWTH gg 5 g CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 3 7a BY: S. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS ff CILy Engineer,CITY OF ARLINGTON 7, ONCE LAYER'V[S PLACED,ANY SORJMATERIAL DAN BE PLACED IN L4YER'OUP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER SECTION VIEW SHEETTITLE V OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. DATE: SHEET 1 OF 1 5 CB#1 - ISOLATOR ROW BYPASS CONSTRUCTION DRAWING APPROVAL STORM C2.3 SCALE: N.T.S. THIS PLAN SHEET HAS BEEN THE CONDITIONS ONEVIEWED AND APPROVED ROVED DETAILS SG STORMTECH CHAMBERS SCALE: N.T.S. BY: SHEET NO. City Engineer,CITY OF ARLINGTONA A . A DATE: \/V--LJJJ .. THIS AL VALIDOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA O P• DfG Q' OF wAshi(/� Vi FSS ONAL ow 36"F&C I OUTLET PLANVIEW INLET OVERLAY t HERE !I BAYFILTER fl-0 � � z _ 6NI MANHOLE Wly � � 4 PRaEDT 36"FRAME AND COVER >o � OUTLET PIPE LDuiT1O�' dJ � y a ®BAYFILTER WATERGU ITYFLOW 0.20 CPS RIM EL=127.15 0 AIR RELEASE VALVE DRAINAGE AREA '��.R= GO Oe CARTRIDGE DESIGN FLOW RATE 4GPM 'MI".!'T•y,,• ¢D �Q C POLYMER P BAVFILTERGARTRIDGES 2 �F ~ SEAL OUTLET CHAMBER TREATEDSEDWENTCAPACITY TOO LSS a INA NLET THE BAYFILTER BTORMWATER MANAOEMEM SYSTEM IS 1 MATERIAL ASTORMWATERFILTMTIONDEVICEDESIGNEDTO a ppp3 l REMOVE FINE SEDIMENTS,HEAW METALS.AND S� g MEDIA L pH09PoRU8.THE BAYFLTER SYSTEM RELIES STEPS Q € ROL SPIRAL WOUND MEDIA FILTER CARTRIDGE WITH OVERFLOW g SPIRAL CE APPROAMATELY BO SQUARE FEET OF FILTRATION AREA. INLET STANDPIPE R THE FILTER CARTRIDGES ARE HOUSED IN A CONCRETE �a C OUTLET STRUCTURETHATEVENLY DISTRIBUTESTHEFLOW aE w $ DRAINAGE BETWEENOARTRIDG0.THE SYSTEM 180FFLINEWITH AN MATERIAL EXTERNAL BYPASS THAT ROUTES HIGH INTENSITY O E) STORMS AROUND THE SYSTEM.THE FILTER CARTRIDGES `z 3 w R REMOVE POLLUTANTS FROM RUNOFF BY FILTRATION (INTERCEPTIONIATTACHMENT)AND ADSORPTION. IE=120.80(8"W) E LA H 3 IE=120.47(12"N) OUTLET �a _ W-4 O v IE=117.54112.1 SHEET Q) - OF -- � W ti b CB#4- BAYFILTER TRMT. MH 5 C2.4 SCALE: N.T.S. Q PROJECT NO. TOG#18005 DRAWN BY: PAD % CHECKED BY: PAD EX.GRADE 127.0 SURFACE GRADE VARIES r 128.2-128.9 / 24"CPE INTO e c 0 3 END CAP Q 3 p e o ,.,-EDGE OF ROCK GALLERY (/) J o ---J - ------------- ----- cn - —� Lu STORMTECH MC-3500 CHAMBERS \ Z_ & Z —EL-121.50 CB#21—TY.2-54" I I r RIM-128.50 I I• Q ZD Q IE=121.13 8 W,8 S \ I CB/20 TY.2 54" m p. ( AS—BUILT DRAWING APPROVAL U 116.75 \ RIM=128.18 EL=116.00 IE=120.85(12"E) \ / IE=121.30(6"W) W a ;,., yTIr aC II - IE-120.85(24'N) / THIS PLAN SET HAS BEEN REVIEWED AND APPROVED O E=122.95(12'E) PER THE CONDITIONS ON THE TITLE SHEET. M~ \ IE=120.85(24"S) DESIGN INFILTRATION \— —————————————— ———------------- -------/ Q `° RATE=13.7 IN/HR 12"CPE HEADER MC-3500 END CAP BY: z INFILTRATION GALLERY'B' -SECTION IE°2Z9Ds5) City Engineer,CITY OF ARUNGTON SHEET TITLE C2.4 SCALE: N.T.S. 12 OTY-MC-3500 STORMTECH CHAMBERS DATE: BOTTOM ELEV OF CHAMBERS=120.75 CONSTRUCTION DRAWING APPROVAL STORM PRIOR TO FULL EXCAVATION OF INFILTRATION GALLERY,THE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS CONTRACTOR SHALL PROVIDE TWO(2)TEST PITS FOR GEOTECH 3 INFILTRATION GALLERY'B' - PLAN VIEW PER THE CONDITIONS ON THE TITLE SHEET. ENGINEER VERIFICATION OF THE DESIGN INFILTRATION RATE. C2.4 SCALE: 1" = 10' BY: SHEET NO. i y Engineer,CITY OF ARLINGTON ^ A1M DATE: ■/V-- THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31 N,W,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA � fl $ S4W'clUT--�` 5AW-CUT OR LINE DRILL 2"MIN ASPHALT ��9T asH CGS URDFRLYWG CONCFEi£ CONCRETE ✓L ti '{E?a } EXISTING ASPHALT CONCRETE Is u Q NON,I^ LwERA'ED'JT:LRI£5 °S 1 F` '^ O PUD,CA LE PY PHONE,OA<pr > i i3 o q. ( EXISTING CEMENT._.._.., T _-.___.__ Ow TONAL E p ETC.) IN CONCRETE tl:.� t s, 3/5/19 4 W W yy-�I p 0 2 Z E)MS II VG ASPHALT CON I E OVER LCl�r"d\1 CA/IR![L I L Hs —AjPHIT CONCRETE(3'MIN) g>-i ". `• FjA. L JOINT MUST REPiACEMEHT PATCH TO BE 7' z o I� 5TOftM DRAIN ('�'- `• BE SAW-CUT TI CVER THAN PREVIOUSLY EXISTED ,y g C l - z� a z b i•'a 34 V IN WATER MAIN TYPICAL INSTALLATI0N5 •�� U ��^ C(MR m (J og 13 CoNCR ASPHALT st tJ` cDF U W V V POST-2 3/8'U-CHANNEL 21_8 7° e v t�N �s P'f GALVANIZED 12•LONG E145TING ASP4iALT QONfAEiE OVER PR&ARm GRAN rc s- 6 NUT CEMENT CONCRETE($•MIN) AND LOCK WASHER F--"'REPLACEMENT PATCH TO$E 1' F1'STORM DRAW COLeM-RiIAL-T IBIS SIAOINJTMV57 THICKER THAN PREVIOUSLY EXISTED V CONCRETE SIEELE 4_fHANNEL 2tB GAv s 30 �orvG �; Q NOM:a: CONCRETEls EMEN t L 1, 5'MINIMUM HORIi ONTAL SEPARATION BFTWEF.N jy t m F�wz PUBLIC UlITIngS AND PRNAf£`uNLI iIF.S. i 1. ,'- COF N MINIMUM SEPARATION REU'JIREMENrS FROM W� �O PUBLIC UTILITIES APPLi WITHIk EASEMENTS dl a -.+' • •.a`R y� s - _ N � � AND PRIVATE PROP€PTY. A EXISTING CEMENT CONCRETE OVER PREPARED GRADE „ O 3. IB'VER7MX SEPEP.AIION AT WATER AND NOI : 1 SEWER CROSSINGS. 1 g Ow ? x O I TNiDA" STOP SIC SHALL BE �,�: I Y 4 z- ��' S � O NON CITY OPERATED U-,LITIES 3J'n30"PRI MA.C SPECIFICATION � o ` IP11D,CABLE IV,PHONE.GAS r.j. }.... UNLESS DBY TH SE APPR,WED 0R 1, ALL TRENCHES IN ROAiwAv AREAS$HALL PE BACKFILLED AND PATCHED WITH TEMPORARY '•' DIRECTED @Y THE CITY ENGINEER. o r4xa tax 4o Rc.j ASPHALT At THE END'.F EACH WORK DA'I.UNLESS PERMISSION IS GRANTED TO 00 OTHERWISE qqq BY THE CITY ENGINEER AM V ka h I oaf ,zM m� 2 STREET NE SIGNS MAY BE m INSTALLED AT TOP OF POST. III T 2. ALL TEMPORARY PATCHES ON TRENCHES SHALL BE PERMANENTLY PATCHED WITHIN 2 WEEKS OF YPI ~ TCAL DN COMPLETION OF WORN WITHIN THE ROADWAI AREA a o WW or T'71BLIC roRxs 'a,avW ,wl"v W aA. ETIPA mum Ar PUBIC'RARAs STANOM DETAIL O N Y DiPARiYdRI' WfPARIII�IT W PUBLIC lORAS +RAo�W" K PUBLIC'•OfCR B10MRif�7! i Y Y ' Rnvw STANDARD DETAILS s Win°" ` "n,nw sTAroAAAD oETAn G� STANDARD Dnea " .A '" STANDARD DETAILS RuaR rW «mM. STANDARD DETAILS NuR ' �,n.W _ • �N� ___.�., _._.. ._._ w ",r�"" STANDARD DETAILS NUMIrR 5 TYPICAL ROADWAY SECTION • " . R-020 , R-060 , ®� TRAPFIC REGULATORY R-120 . 4<!x6't ARTERIAL & INDUSTRIAL ACCESS �Ltx9"L TYPICAL UTILITY LOCATIONS SIGN IlMALLATH)N PAVEMENT PATCH R-140 "o �o 1/Z 4 FULL DEPTH r�, EXPANS ON JOINT EVERY 2 � Icn.YJ LI N E%P NSION LINTS 5 5" a R &DUMMY JO NTS IN UR8 2 V-GROOVE 7/2°R TH JOINTS IN SIDEWALK 1/R"DEEP '>FE 4 L �I B (TYR) 2 1-R WI Co`A. y c V_OROO'+E ,...�\ 1/4'DEEP C JOINT` I'R I$*C '�L 1 ■\ T5 /c / DUMM .)IRMT t2" 4' W /C �. ,\ T 2• c '3 4 ya 44 4. I 5 O/W CUT Jt + W PROJECT NO. .� 4 a a o -. TDG#18005 PAD WN BY: �\�� °c°°'"''aooa°vevaaoco°eo °ao•• 1 7/2'X T lJ FULL DEPTH CURB t WIT" CHECKED 8Y: EXPARBIBN JO2N EVERY 30' 1• -PLAN VIEIAIS SEE NorE 9 z4> PAD 5'TYPKwI TYPICAL SECTION CEMENT Cr)"CRE'F LL 1/2"X i If2" (SEE NOTE 7 LOW) I ` TYPE T SIDFwPLK Q 3 DUMMY JOINT 2 I CEMENT CONCRETE CURB SIDEWALK /// III 0 1 CURB GUTTE �— I T2' -12'SET; zo SEE 5T0 DETAILL R-M10� � J " � I I`/ ' (n J � C \ z LLJ U Q `L--2•CRUSHED SURFACING z TOP COURSE,COMPACTED MDI�' �; ..� U) z TO 95%DENSITY 1/2•LIP i. FORMS SMALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED 2 � / co LLJ rtPMAL S T'IDN 2. (XIAMY JOINTS SHALL BE PLACED 15 FEET ON CENTERS.DUMMY JOINTS SFwl BE 1/2- 1-1/2'. R ` J_ I/R>30 /- Q NOTESS: 3. STREETS JOINTS Y AN DRIVEWAY PLACEC ETUR S AX CATCH ACING INLETS AND AT P RE- OF TANDEINT pN DETAn z STREETS,ALLEY AND-VAIDE RETURNS.MAXIMUM SPACING SHALL BE.Y1 FT.PRE-WLDED JOINT ,Awy+1+ j i. SIDEWALKS TnMI BE A MINIMUM OF a'THICK,AND SHALL BE CUSS 3000 CEMENT CONCRETE,WITH AMR FILLER SHALL BE 1/2'WAIDE AND CONFORM TO MSHTo DESIGN M2T3. AS-BUILT DRAWING APPROVAL m (� ENTRAINMENT(MIN 4.54-MAX 5.5x). Z 4. ALL JOINTS SHALL BE CLEAN AND EDGED, THIS PLAN SET HAS BEEN REVIEWED AND APPROVED uj O a 2. FULL EXPATISKIN JOINTS SHALT.GENERALLY BE PLACED TO MATC..N THOSE PLACED IN ADJACENT CURB h GUTTER.WITIT PA-XIMIUM SPACING OF 30 FEET,FINAL SPACING DETERMINAT10"SHALL BE DECIDED BY THE 5 CONCRETE SHALL BE CEMENT CONCRETE,CLASS 3000. PER THE CONDITIONS ON THE TIRE SHEET. INSPECTOR IN THE FIELD, AA�A B. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS,WOOD FORMS MAY BE USED 4N CURVED „v,�^' Q N 3. SUBGP,ADE SHALL BE COMPACTED TO NOT LESS THAN 957.OF MAXIMUM DENSitt. ACTIONS. F�W o WIDTH OF DRNtIWAY A7 PP„r'ERP'tJNF //V 4. SiOEWALK SHALL BE AT LEAST 6'THICK IN DRIVEWAYS. 7, FINISH SHALL BE LIGHT BROOM FBWSH, BY: 2 i f2•'WIDE FULL DEPTH EX=ANSION JlANT 0. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A TRANSPARENT DURING COMPOUND COVERED BY S. THE FINNED CURB SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND AND COVERED BY O City Engineer,CITY OF ARLINGTON WATERPROOF PAPER OR PLASTIC SHEETING IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER.CURING WATERPROOF PAPER OR PLASTIC MEMBRANE RN THE EVENT OF PAIN OR OTHER INCLEMENT WEATHER. �5} FULL DEPTH EXPANSION JOIN: IF IT) S 1S'OP FEATEP. SHEET TITLE TIME SHALL BE FOR A MINIMUM OF 72 HOURS. CURING'wE SHALL BE A MINIMUM OF 72 HOURS. DATE: ( CP _WAY TJ E "P'Ct Y -ASPH, P -d=ETE 8. ALL JOIN"SHALL BE CLEANED AND EGGED WITH AN EDGER HAVING A, I/4'AAillti5. 9. ALL CURB AND CURER SHALL PEALED ON A M"h O F f.F 2"OF SURFACING TOP COURSE. n DRIV WA EMi ,N�P`TEH 5F M 4 F 5 RESTE1 I IN CONSTRUCTION DRAWING APPROVAL ROAD 15 "� _ A " N _ q C'M: 7. SIDEWALKS ARE TYPICALLY 5"WIDE,WIDER SIDEWALK MAY BE REOUIRED BY THE CITY, 10 TMIMMY JOINT 1/2'x 1 1/2'BETWEEN TYPE 1 rURB AND CUTTER AND THE SFDEW"X C MMER'AL AT,AnID IS B�L PLA L.:OM A MIIV MJM _ � _O SUPF AFI-_a5� TN INl 'op COURSE M-A.ED TO 95z MAXIMUM DENS;Tl THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. t y wwm n t DWARivaRT OF new RAIIK9 rn"m n ,A M[ DVMMWKWT W PTIBT.TC' RA3DUIRTNRNT DP PUBUI WORKSM STANDARD DETAILS STANDARDoErAn `iY srArmUMIR Dnax ��tY oy .. STANDARD DETAIL *""" STANDARD DETAILS NJMazR ". "".. STANDARD DETAILS NuueER .Y.n,a �� __._ ___ BY: SHEET NO. ♦ CEMENT CONCRETE SIDEWALK R-170 ��• LENIENT CONCRETE CURB AND R-1$O ®• CEMENT CONCRETE DRIVEWAY APPROACH 9• fty�a4 ;#]E0K GUTTER TYPE L �4<tNO,To TYPE S. R "`3� City Engineer,CITY OF ARLINGTON C3. A . DATE: l/v-_JJ THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA DIRECTION OF FLOW �p o•wOsf�L� FRAME IT,GRATE RATE R 94 BARS O 6" A �1 ANO COVER(GRATE OR 4 REHAR a �„ CENTERS BQTT WI "£- fl I SEE NOTE T g =� rl..• ANDHO DS COVER SHALL BE LOCKING COVE�H 1'WIN , f j T"CLEARANC `<$EE NOTE A, m ,L _.._.: cRAGE LNG � -£ " i TOP SLAB �-RISERS BRICKS 12 ROWS H-"H20` 1 Do ij �y LL •i ��%ONAS FRAME MAD GRATE(OR SOLID COVER). 2O'x21 MAX)OR ORAQE RINGS I 11.. D II SEE APPLICABLE STANDARD DETAILS 1. CONCRETE INLET TO BE CONSTRUCTED IN 4 6"OR 12"N1�eR`1-TL3 BAR FOR 6" _ // OR 24'PIA ?• T + 3 5 19 UNLESS ACCORDANCE WITH ASTM N O &C89a te'.54=.1k.542L!dt?..:i4.66 2-93 BAR FOR t2' -Tt UNLESS OTHERWISE SHOWN ON THE PLANS STEPS OR LADDER h ' r OR NO1ED IN 14NE STANDARD -JZ IF��m-'�j SPECIFICATIONS.ALL CONCRETE SHALL BE 48'OR 54" 1211B1 t2'MIN , L�J CLASS 4090 Ilwlww (>� .. REINFORCING SHALL BE EQUIVALENT TO ,a.FL TYPCA' ORIEN A YIELDED WIRE FABRIC LWwK HA,IANG A I /' rcoa ACCT> ANtr cog MINIMUM AREA OF 01 O+JAPE.NCI PCR I PRECAST BASE& FLR {FOOT.WWF SHALL CONRi.Y TO ASTM Aa07 T P 6WWFSHALLNOT BEP[AiED IJ K.NCGKOL'TS. INTEGRAL RISER ` { C4CH BASIN STEP2"%4'X8"SOLB)BRbcx USED F(M FRiA6 6" CB) O 6"ADJUSTMENT TO GRAD{,6'HIGH MAK. 1 THE BOTTOM OF THE PRE-CAST BASE 8"($4Fl 8) \% BOTTOM FACErtREI NFUFCING{FOR PRE-CAST BASF& I>'MIHSECTIONMAY BE ROUNQED, 8°(72 C81 VR5£R 1' MIN COVER $'(7. "B.I ) H i "NIN A -s) --1-5/B' NCRTN>,, w ,� 15 sn w./Ft..E.w,(Aa'cB) JTm 4. PRE-CAST BASES SHALL BE FTJRWISHED 12" 96 CB1 (,'(1 Flu 9 so IN/F Ew.{54'CB) C-l_ 11 I[` ?i. WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS L P"Q SHALL CHAVEUTOUTS A OR TMCKNESS OF 2`MIN. -- I 25 SU.IN/FT.E.W (60'CB) 7�TOP STAB '1 �-7 P SE \\ ALL PIPE SHALL BE INSTALLED IN FACTORY 0 24 SO_IN/Fi f-w (72"CB) ELEVATMON PLAN PROVIDED KNOCKOUTS UNUSED KNOCKOUTS y 0.29 S4L IN/FT E.W.(96'CS) 24" t NEED NOT BE GROUTED IF WALL 15 LEFF 6 I :^4 8 DROP RUNE a TCH BASIN STFP C 1 INTACT, De 1'-0`FOR 48° 54"6 60'C8 •ALL STEPS COPLOINWER 1-7/4" 7.-1/2" 2-3/4" T t4e1 IN 2'-O'FOR 72"&96'CS -/6 BARS O 7-CENTERS PROPYLENE �i" 3-1 2"R 5. KNOCKOUT OR C?OUT HOLE SIZE IS EQUAL BOTTOM FACE WTTH I" / ' TO PIPE OUTSIDE wNETER RLU>CATCH SEPARATE CAS'IN PLACE GRANGE BACKflLL MIN COVER T Kam`/ BASIN WALL THICKNESS. KNOCKOUTS MAY BASE OR SEPARATE FOR FOUNDATIONS , -5/8" BE NOUND OR'D"SHARED ANL MAY BE PRECAST BASE I. PROPRIETARY CATCH BASIN HANDHOLDS AND STEPS ARE ACCEPTABLE. RISER SECTION r• ON uL 4 SIDES WITH MAXIMUM DIAMETER 6'NIN.COMPACTED BERTH PROVIDED THAT THEY CONFORM TO SEC.R,AStM C478,AASHTO 1/6` - 2-3/4" 1-5/8" 2-I/A' ^_ OF 20•. FOR PRECAST BASE ONLY Al-199 AND MEET ALL WTSHA REQUIREMENTS. -2-3/4. 1 30 6. THE MA.IMURJ DEPTH FROM THE FN41SHED 2. CATCH BASIN STEP/HANDHOLD LE CS SHALL BE PARALLEL OR SEC MN N 2 rJ q •FOR SEPARATE �8' 5/16"R '1 *Nb• GRADE TO THE PIPE INVERT IS 5'0" IOCEPT APPROXIMATELY A RADIAL AT THE OPTION OF THE MANUFACTURER, C g CAST-U+-P;ACT OTkY E%CEPT THAT qLl,STEPS IN ANY CATCH BASIN SHALL BE SMIB.AR. A�Ap 7 THE TAPER ON THE SIDES OF THE .yy� CLR PENETRATION OF GLFER WALL BY A LEG IS PROHIBITED, } ` PRE-CAST BASE SECTION AND RISER " . 4` SECTION SHALL NOT EMCEED I/2'PER RENTORCING 57EEL 3. HANDHOLDS AND STEPS SHALL n VE"DROP'k Ni:S AS SHOWN ON m FOOT. {FO SEPARATE BASES ONLY) 1, HANDHOLDS IN RISER OR.ADJUSTMENT SECTION DETAIL OR PROTUBERANCES TO PREYEnT SIDEWAYS SLIP. V F�r 0-3 SO.!N%FT.E W-(48"CBj SHALL HAVE A 3'MINIMUM CLEARANCE STEPS IN CATCH BASIN SHALL HAVE 6'MINIMUM IN- 8. FRAME AND GRATE SHILL IN 0 19 5 rl./H E.w,f54-CBj 4. SLAB OPENING MAY BE of 1 20-OR 24'DMM. ACCORDANCE WITH WSDOT/APWA a 0 aN 1F1 E.w {60"CS) CLEARANCE.NO STEPS ARE REQUIRED WHEN SPECIFICATIONS,MATSIO SURFACES SHALL G.35 A,. T4 FT.E.W.(72"CB) A 4' A LESS.HANDHOLDS SHALL BE PLACED IN r-.�20^ 5. AS AN ACCEPTABLE A.,ERN+^.F TO REB+R.WELDED WIRE FABRIC NOTES: BE FINISHED TO A$$URE NON-ROCXIiG FIT ALTERNATING GRADE RINGS OR LEVELING BRICK HAVING A MIN.AREA CIF ail S:AIARE RICH PER Fgpt MAY BE USED. °- • y 0.38 5U :n-/R.E.W.(46'CB) COURSE WITH A MINIMUM Di ONE HAN)HOLp - ---�- WELDED w1Rf FABRIC SKAL COMPLY TO ASTM A497. 1. USE WITH TWO LOCKING BOLTS 5/8"OR STAINLESS STEEL P.'PE V)a • WRH ANY COVER P05TtTON. i j2'MBN z BETWEEN THE LAST STEP AND TOP OF THE SOCKET HEAD{ALLEN HEAD)BOLTS,2`LONG,SELF-LOCK NAILED -.�{ • y • 9. FRAME AND GRATE MAY BE INSTALLED WTTN FINISHED GRADE. 9s"Tax�� 6. LADDERS OR STEPS SHALL E%TEND TO WRHIN 16'OF BDTTOM OF GRATE IS NOT ACCEPTED. I ( ) g FLANGE DO"OR CAST INTO RISER, f�. CATCH 8451N. IF LADDERS ARE USED THEY SHALL BE STEEL 2. MINIMUM SOIL BEARING STRENGTH SHALT.EQUAL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC PER STD.DETAIL 2, MATERIAL SHALL�DUCTILE ikDN ASTM A536.GRADE 8q-55-06, 3/4 3.300 POUNDS PER SQUARE FOOT. S5_0Ap WITH BITUMINOUS COATING. I-3/8. No IO.EDGE OF-,SEP OR BRICK SHALL NOT BE w ^ 8 MORE THAN 2"FROM vERTiCK EDGE OF 3. MORTAR SHALL BE PLACED BETWEEN EACH LEVEL 7. HANGING LADDERS SHALL BE PERMANENTLY FASTENED AT TOP BY 3. WELDING IS NOT PERMITTED.EDGES`SHALL HAVE 0.125"RADIUS U CATCH BASIN N'uL 0.t 25'CHAMFER OR COMPLETE DEBURRING. �I 'Z "' •I OF T,>A F I RINGS.TOP OF TOP SLAB.AND HANGING ON STEP OR 9Y BOLTING OR EMBEDDING Wi CONCRETE c am,C� 17 ? PRECAST BASE JOINT 8'TOAA OF IRON RING. EACH SHALL BE EMBEDDED AT BOTTOM IN BASE. SEILWN JGI - Q 4. USE A BI-DIRECTIONAL VANED GRATE N SAG VERTICAL CURVES. N a 3 4. SEE THE STANDARD SPECIFICATIONS FOR MORE 8. ADDITIONAL SAFETY FEATURES MAY BE REQUIRED IN VERY DEEP OR PRE-CAST BASE SECTION RE 01,IREME.NTS. UNUSUAL STRUCTURES.(MEASUREMENT AT THE TOP OF THE BASE) O U IX t L Aau[ PVARTjj TT PF PL NX R014 2, y V AA vBPAN191d�TolPUBUETAI .a niWW STANDARD DETAIL RNKI nn. - STAR STANDARD DEtAA. vTW4.11(6RY W T'nHLIC WRJ6 5tugAND DETAIL 1 Y �I"° _}.. � w POAX PoI� SfANDARB BET u 1 Y StANDAAa TIETAE ; E' A.K� lmmAr STANDARD DETAIL NUMBER F' � nna STANDARD DETAIL NUMBER � 1 ._�._ _- _. � UARD DETAIL IUMBu 01NA Tel z a 8 • __�....A. ._._..�__ CATCH BASIN TYPE 2 ."'- '�""_._`.."" CATCH BASIN LADDER, STEP, SD-050 •� CATCH BASIN TYPE 1 SD-020 vP -_-+ -- 48". 54", 00". 72" & 90" SD-040 •p _. _ - P e VANED GRATE SD-070 <,ry4o� n4o'I <tNM'I AND TOP STAB DETAILS < n'4 24- B 8 WEBS, • ^ § /- I"CORE.3 LIFT HOLES 1/2"THICK SPACED,r AT/20'& c. SPACED FROM CENTER 1 A }11 ORNN L,�q r 3 112- ' IN C :ea Y� M I jI PROJECT NO. TDG#18005 A I A .� ,j / '] i u DIM NON-SKID PATTERN DRAWN BY: LL TT" TO BE CAST BfTEGRAL I _-]' ON TOP OF COWER FI RM PAD 6 I ! 1 (SEE NOTE 4) CHECKED BY: Il MATCH E%ISTING SLOPE PAD } I'SEAT MACHINE 10" &QRovao C r ___ -- A A " TOP OF WEB 24' m d w 0- U TOP VIEW � t -1 2' LLJL.MACHINE SEAT: i f -- - " 33-3 A' z Q -� MATERIAL USED SHALL BE A ' ;� P 1-1 ZYB -► I 1-Ir. �J GRADE 80-55 06,DUCTILE IRON PER A -0.53G. A ,' a L �. .< a aA -.._a.J �I m Q LU NWITH CLEAR SEMON!4'A BITUMINOUS COATING. 'A` - --' 6 {� LOCKING HOLES TO BE FOR CRATE Q Q z �I 5 -DO AI ALLOW EEL TWK, Y AS-BUILT DRAWING APPROVAL � m UT w 5f8'DO STAINLESS STEEL, SOCKET HEAD CAP SCR€WS. NO FRAME PART OF SCREW WILL PROTRUDE W L N ABOVE GRATE THIS H SET HAS BEEN REVIEWED AND APPROVED O GAITER NOTES. RING NO"y°E5; PER THE CONDITIONS ON THE TITLE SHEET. � k Q GRATE TO BE USED WITH FRAME TYPE I CURB&GUTTER f_ USE WITH THREE LOCKING BOLTS Sib"DIA 1. DRILL THREE 5/6'HOLES THROUGH Q 4 SHOWN IN STD DETAIL SD«IY_+0. ,O °J T.VI.ESS STEEL TAPE 3O4 50Ch.ET HEAL) RIN'_t SPAT.D AT 10'. {ALLEN HEAD BOLTS 2"LONG.DRILL HOLES CRATE$EATING:S INTEGRALLY $PACED I V O MATCH HKAES IN RING. � N T CAST PAbS. 2. RING MA'ERLa1 IS UREti IPON,ASTM BY, 1 at CAST POCKET LIFT HANDL..E, 2- COVER MA FR AL DUCTILE ICON ASTM A636 A 4B LASS 30. City Engineer,CITY OF ARLINGTON GRADE 60-55-O6. ]. APPRnxIMATE WEIGHT OF RING IS 215 SHEET TITLE SCaCRON CrC NON-SKID DIAMOND PATTERN `BS DATE: APPRO% RICH 2-1 2".t'xi/8" 3, APPR6XIMATE WEIGHT pF COVER 15 150 LBS. 4 / 4 TPAFFIC RATING H-20. tRAFFIC RATING H-20 CONSTRUCTION DRAWING APPROVAL STORM THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. y +A.AAm AVA NPARFMINT eI TIMID NOW Y �w awARIMQIY al PTRRJC•IN6 -- StANDARp DETAIL STANDARD DETAIL DAW D G - n STANDARD DETAIL RA NU R tAA G•1 Y "-.m.. - _._.._.__ BI�ARnom'vT nreax Iwllws ANDARD DETAt AR n n w STANDA_R_D_DETAIL NUMBER ER BY: SHEET N0. • ; SOLID COVER SD-080 • TYPICAL FRAME AND GRATE INSTALLATION SD-090 •®4 4 �-� 24" BOLT-LOCKING MANHOLE SD-110 City Engineer,CITY OF ARLINGTON +txot ptrTyo�•O <haMt RING & COVER D DATE: ... 3 .2 THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 5-1/1E0R lMID� M�GARD STD.DUTY LOCINS7AK MOTE 1 LaAT DINS F REQUIRED RURAL QQUIRED ISOLATED im TAM ENGINEER CONNECTION TYPE PC TNPE DIRECT TAP SADDLE SEE NOTE 4 4-1/'RJMPER m PIA rl:.._ --_ X 6 TRP HOLE See4e �� PONY,2 SEE NOTE 3 A, ISTEMO X x �UUNAL ECG BREAKAWAY BOLTS VALVE BOX PER ` AND BREAKAWAY 3' STO PLAT/W-160 DI PIPE TO BE CL 52 OR GREATER S 3 OPERATING ROD SEE NOTE 9 GUARD POST CONCRETE PAD AND 8"OR LAWAR. a 7 3�5/19 COUPUNC 2' SCE$TANOARO - E+•'- ? DETAIL N0.W-020 - - CONCRETE PAD I I 38" - § CONCRETE PAD FLANGED TEE OR .(SEE NOTE 1) SEE NOTE 6 LENGTH VARIES(24"MIN) TAPPING TEE(rL) 24" •4+ SEE NOTE 10 uT MECALVC RETAINER ,LANDS EBAA/106 Y'•I.. ,A �8. ^ A• �+ I M 10, SHACKLE RODS •' I ,, 24' •I V 3 MIN. SEE NOTE 8 UUNCISTUR�D IB'x 16'x4' a 18' 1 EARTH CONE BLOCK @'RESKIENT SEAT GATE a 8'CEMENT UNEO DIP 4' ' `-- GUARD POST 1/2 CY W/MJ RESTRANCD JOINT VALVE(FL.MJ),MUELLER,MH WASHED ROCK SEE NOTE 7 OR APPROVED EDUAL A7 CZAPRNSIAION JOINT a, -I I SEE NOTE 1 MOILS.: 1-1/2'MINUS (SEE NOTE 2) }� NOTES AND MATERIALS: 1. HYDRANTS AND ALL MATERIALS SMALL CONFORM TO AWWA STANDARDS AND SMALL BE OF STANDARD MANUFACTURE(M&H 929 RELIANT OR MUELLER SUPER CENTURION 250 ONLY). ELEVATION %JW P.tEVATIdN PLAN o 1'CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP OR DIRECT TAP CC THREAD CORP SEE TABLE I.t ABOVE. 2- THE CENTER OF THE HYDRANT SHALL BE 3'FROM FACE OF CURB.IF THERE S NO CURB,THE CENTER OF HYDRANT SHALL BE 3'FROM RIGHT-OF-WAY AND A MINIMUM OF$,FROM TRAVELED LANE. a7 I'BALL VALVE CORPORATE STOP CC X COMPRESSION WITH KEY FACING UP,MUELLER OR FORD ONLY. 3. ONE 5-TO 4-1/2-PUMPER PORT W/N.S.T.AND S10R2 ADAPTER ASSEMBLY.PUMPER PORT TO BE FACING 0 1'HOPE CIS CLASS 200 HIGH SERVICE PIPE(200 PSI RATING)VAIN STAINLESS STEEL 51OFFENER AND STREET OR ROADWAY FOR THE FIRE ENGINE ACCESS. ICI GAUGE COATED COPPER TRACER WIRE WRAPPED MOUND THE PIPE AND ATTACHED ON BOTH ENDS, 4, TWO 2-1/2-HOSE PORTS WM.S.T.AND 1-1J4'OPERATING NUTS. FOR 5/B'%3/4'METER,A 1'COIRHRE5510N ANGLE METER BALL VALVE x 5/e"METER S REQUIRED. FOR m 5. PROVIDE GUARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REQUIRED BY CITY ENGINEER PER STD. 1' ,A 1'COMPRESSION ANGLE METER BALL VALVE x 1"METER S REQUIRED.BALL VALVES ME DETAILw-ONO. LOCKKABLEABLE. 6. INSTALL Y0 Y4'CONCRETE PAD(MOO PSI)MOUND HYDRANT IN UNPAVED AREAS INCLUDING PLANTER d METER SHALL BE INSTALLED BY CITY UTILITIES DIVISION AT OWNER'S EXPENSE. a STRIPS.COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF CONCRETE PM WITH 1/4'JOINT MATERIAL METER BO%SHALL BE MIDSTAIES PLASTICS 1324-12 W/SOLID 01 LID WITH 1 3/4'HOLE FOR TOUCH BEFORE PLACING CONCRETE. NOTES: READ PAD(TRP). Q 7, HYDRANT RUN TO BE S'CEMENT LINED DUCTILE IRON PIPE CLASS 52 WITH RESTRAINED JOINTS(MEGALUG Q' Sf8'x 3/4"METERS REQUIRE A 3/4'ANGLE METER CHECK COUPLING x 5J6'METER WITH A 3/4"MIPT OR APPROVED EQUAL).HYDRANT RUN LONGER THAN 50 FEET SHAD.SE 8'DIAL OR LARGER. 1. GUARD POSTS SHALL BE B'LONG, 8"DIAMETER,CONCRETE FILLED CLASS 52 0.1 PIPE OR x I. COMPRESSION ADAPTER. 1"METER REQUIRES A 1'ANGLE METER CHECK COUPLING. 1"METER. w B. %'GALV.SHACKLE RODS WITH THE EYE BOLTS AT BOTH ENDS REOUIRED FROM VALVE TO HYDRANT. NOTES: S'LONG B"DIAMETER REINFORCED CONCRETE PAINTED WITH TWO COATS OF HIGH GLOSS m CATERPILLAR YELLOW(RUST-OLEUM)TYPE PANT. Q6 I'COMPRESSION.FIPT ADAPTER WITH I'PLASTIC PLUG MJ rn 9. FIRE HYDRANTS SHALL BE PAINTED WITH TWO COATS OF HIGH GLOSS EQUIPMENT YELLOW'RUST-OLEUM' I. CONCRETE$MAIL BE CLASS 3000 PSI MIN, (1) EXTEND SERVICE PIPE 10 BEYOND PROPERTY LINE AND AN ADDITIONAL 5'BEYOND USEMEM LINE. �y 3 TYPE PALM, 2. LOP OF GUARD POST SHALL BE LEVEL W11M TOP OF OPERATING NUS. � tTJ M INSTAL 24'x24%4'CONCRETE PM(3000 PSI)AROUND VALVE BOX AND 48%48'x4'FOR MULTIPLE VALVE 2. INSTALL 1/4"EXPANSION JOINT MATERIAL WITH FULL DEPTH OF CONCRETE PAD AROUND HYDRANT. Op METER LENGTH BLANK STUB. R� WO EE 00XES N UNPAVED AREA. O a $ 6 MINT p •au4 PBARTB�Ft W WRJC 1fgtAl 37AMAM DETAIL xwWa w aPs PdPARiBTKIIT'Ol RIBUL'IU149 JSTAIRLIAD DETAIIL G1 aw WARIWKNT Ol PUBLIC WORKS STANDARD RETAIL 6 .sw w Laos U®ARTISM OW PUBW INAW SiANpAND DETAIL r 1 O rn v;i IR wnnTN STANDARD DETAILS wMrN. STANDARD DETAILS w wwnr STANDARD DETAILS W wMti STANDARD DETAILS • E NUMBED HUMBCk NUMBER - NUMBER • raa ws � aTw4 ar mows • roa ww � •� PURE HYDRANT ASSEMBLY W-DLO s� o'I EETFIRE HYDRANT CONCRETE PAD W—O2O T+t P[RS HYDRANT GUARD POST w-030 s�FNo� RESIDENTIAL WATER SERVICE W-040 FA/ .` --II Win/( 31 2 InT RNR w -� CEILING 2i MIN V-2'MIN ., 6 TRP HOLE z 5 E"MIN� 3"MIN z_ 6 � -EEL, P � � PI'MIN. ilfJM2PROJECT NO. N SEE NOTE ILA EVATION 5 TOO#18005 DRAWN BY: 1 I PlJ1N MATERIAL LW: PAD 12 ELEVATION o UL-FM LISTED SOT SEATED WASHINGTON$I APPROVED DOUBLE CHECK DETECTOR VALVE ASSEMBLY WHICH CHECKED BY: 4 MUST BE INSTALLED IN THE SAME ORIENTATION FOR WHICH IT WAS APPROVED.ASSEMBLY TO INCLUDE'TEST �M UST: COCKS,3/4'BRASS OR COPPER BYPASS WITH IN-LINE VALVES AND A 5/8'REMOTE METER,METER TO READ PAD 2 IN CUBIC FEET,AND BE REMOTCD TO AN EXTERNAL WALL OF BUILDING METER BOX. 1 WASHINGTON STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY INCLUDING TWO BRASS BALL VALVES AND rA 22-I' O 0 TWO FIANCE WITH SET SCREWS OR GLI x FL ADAPTER WITH UPSTREAM OR GALVANIZED SHACKLE LY MAIN WI'M Y t0' FOUR RESILIENT SEATED TEST COCKS. TAW?1/4'RODS,OR MJ RETAINER GLANDS FOR BOTH UPSTRFMI AND DOWNSTREAM OF ASSEMBLY. i 3 O IN NON-TRAFFIC AREAS USE: Q FOR 3/4'TO V ASSEMBLIES,USE A MID STATE MSB DUCTILE IRON PIPE(ERGO AS REWIRED)CLASS$2.CF 1324-12. 0 3 9 FOR 1-1/4'10 2'ASSEMBLIES,USE A MID STATE MSBCF 1730-18. Q TWO GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2-1/2'DIAMETER AND LARGER PIPE (n 0 o IN TRAFFIC AREAS: O A 4"MINIMUM FLOOR DRAIN OR WALL FOOTING DRAIN MUST BE PROVIDED IN THE SAME ROOM. J i NOTES AND MATSIIALS: A TRAFFIC LOADED BOX MUST BE USED AND LOCATION APPROVED BY THE CITY OF ARU cf) NGTON PRIOR TO m INSTALLATION. ©FLUSHNNG CAPABNLMES MUST BE PROVIDED WITH A 2'FLUSHNG LINE DOWNSTREAM OF ASSEMBLY TO OUTSIDE a O 2'OC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP. OS PROVIDE TWO UNIONS. OR AN APPROVED INTERNAL.ORAN. Z f Il a IF A DAYLIGHT DRAIN CANNOT BE PROVIDED THERE MUST BE A 6'MIN LAYER OF FREE DRAINING GRAVEL Q7 WHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL,ALL BENDS REQUIRED TO LOWER INLET � Z 0 2'BALL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP,MUELLER OR FORD ONLY. AT THE BOTTOM OF BOX. PIAE(TO PROVIDE REQUIRED EXTERNAL GROUND COVER)SHALL BE MNGE FITTINGS OR BE WITH HORIZONTAL O} 2'HOPE CIS CLASS 200 HIGH SERVICE PIPE(200 PSI RATING)WTTH SINLESS STEEL STIFFENER AND US ANGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED AT EACH END FOR AND VERTICAL THRUST RESTRAINTS. � 0 W 10 GAJGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS, VALVE OPERATION AND DNA REPAIR OR MAINTENANCE LU ALL WALL PENETRATIONS SHALL BE SCALED PER THE CURRENT BUILDING CODE. co XJ 2-COMPRESSION ANGLE METER BALL VALVE(LOCKABLE) room, 5 Q O METER(SIZE AS SHOWN IN PLAN)SHALL.BE INSTALLED BY CITY UTILITIES OMSGN AT OWNER'S EXPENSE. NOTES. i. TEE AND GATE VALVE REQUIRED AT WATER MAN. AS-BUILT DRAWING APPROVAL m U z CM WILL INSTALL ADAPTERS AT BOTH ENDS OF METER IF THE METER IS NOT 2'. 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. L 'S I� 2� INSTALL ONLY IN HORIZONTAL CONFIGURATION,UNLESS APPROVED OTHERWISE BY CITY ENGINEER. 2. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION.AND RECERTIFICATION ANNUALLY AT OWNER'S THIS PLAN SET HAS BEEN REVIEWED AND APPROVED W O V METER BOX SHALL BE IWDSTATES PLASTICS(1730-1$)W/SOUO 01 UO WITH 1 3/4'"OLE FOR TOUCH EXPENSE.. PER THE CONDITIONS ON THE TITLE SHEET. "-' READ PAD(TRP). ]. IN TEST COCKS FACE LIP OR TO ONE SIDE, 4, INSTALL BRASS PLUGS IN ALL TEST COCKS, 3. TEST COCKS ARE REQUIRED TO BE PLUGGED, 0 2'ANGLE METER CHECK COUPLING(LOCKABLE). 5. FOR 3/4'TO I"ASSEMBLIES.USE A MIDSTATES t324-12. 4. MAXIMUM MEGHT OF ASSEMBLY FROM FLOOR IS FIVE FEET UNLESS AN OW APPROVED PLATFORM IS V 0 COMPRESSION V FIPT ADAPTER VAIN PLASTIC PLUG. 6. FOR 1-1/4'TO 2-ASSEMBLIES,USE A MID STATE MSRCF 1730-18, PROVIDED' BY: O EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE AND AN ADDITIONAL S'BEYOND EASEMENT LINE. 7. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY. 5. ALL DIMENSIONS ARE MINIMUM CLEARANCE REQUIREMENTS, City Engineer,CITY OF ARUNGTON B. ALL MINIMUM CLEARANCES MUST BE MET.SEE STANDARD DETAIL NO.W-100. 6. FIRE DEPARTMENT PUMPER CONNECTION MUST BE DOWNSTREAM OF ASSEMBLY, SHEET TITLE Ip METER LENGTH BLANK STUB FOR A 2'METER,W-17-1/4'. 9, ASSEMBLY MAY BE INSTALLED INSIDE BUILDING IF MINIMUM CLEARANCES ARE MET AND APPROVED BY CITY DATE: it 2'METER SERER,FORD OR MUELLER. ENGINEER. 7. NEITHER OS h Y VALVE CAN BE USED AS A POST INDICATOR VALVE(THESE ARE ONLY PART OF THE WATER 10.ALL BRANCH CONNECTIONS SHALL BE LOCATED DOWN STREAM OF THE ASSEMBLY.ANY BRANCH BACKFLOW ASSEMBLY). CONSTRUCTION DRAWING APPROVAL 12 BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER, CONNECTION ON THC SUPPLY SIDE OF THE ASSEMBLY MUST BE PROTECTED BY A SEPARATE APPROVED S. THE ROOM SHOULD BE NSuU OVE TEO PER THE CURRENT BUILDNG CODE AND HEATED TO AB FREEZING. BACKFLOW PREVENTION DEVICE. ONLY CONSTRUCTION MATERIALS THAI CAN WITHSTAND OCCA510NAL SUBMERGENCE WILL BE ALLOWED. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. UKPAR7IENf W"MIC WORKS STANDARD DETAIL +WOAD w L•As WAR"I"PVSW WOI� STAMDABD DETAIL I �^•'�=- taw PXPA02U M7 M POSING TRAINS STANDARD DETAIL o ww wp1 NN STANDARD DETAILS NUMBER F wHnr STANDARD DETAILS MDM�'190 D aM ryAnr STANDARD DETAILS MUMKIR ,w P.o•w 2" AND SMALLER BY: SHEET NO. ��• NON-RESIDENTIAL WATER SERVICE W—O5O ��• a DOUBLE CHECK AND ASSEMBLY 'iq— DOUBLE CHECK DETECTOR ASSEMBLY-INSIDE W-120 City Engineer, I LI C3.3 \/1 /1 EaBt �rRot (DCVA) FOR 2^ AND sypu•BR �t2pp (DCDA) 2-1/2" AND LARGER SERVICES �-l I 'l DATE: J J HIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA f P• Df FUSION BONDED TYPE A BLOCKING OQ`O DF WASH,CG2 UNDISTVRBEO EPO%Y COATED FOR n I!•'a 22/Y VERTICAL BENDS q) NATIVE 4 51M,CKLE RQ05 Y8 5 F,�' L GROUND a SCE, (TYr, a COM ACTED 3 .. t GRANULAR LAR�r _ _ '! W i i a � Z IOA A, Ems\ 1 EIACKFNA . �'�� 4 TURNBUCKIE<„ 01 ',5 FS a �,,.-- / ,�. 1,4 T `.�{�-H—ipR+E. "�f _ $ ✓" a„ l0 3/5/19 r -5EEL 3� 3. �� ) PLATE A t.� iQ'T • 30G o 1 AN GAP UNp LAINIM CKS cp4m wlTH PLUG �� .:;Y:` V'.` / 6 JO •.per .m,oc.,. lS °i.Oc° N `° ///��+ 'S Q OoMIN Illil 64 ;�/. •12"MIN4: r COMPACTED "zIn 12E s k, 30'IAA% : 1AL� GRANULAR BACKFLL �R1FC!S, FUSION RONDED DIRECTION OF FLOW �. ��+. °C EPONI COATED 1/4'STEEL / / \ THRUST SHACe.tE RODS PLATE BLOCKING PER (irPi .0.NAT ��YYY STD DETAIL A N0.W180 PLUGGE)TEE (MIA-MW 1�PLlR1r O •. .• 1 n r/J .�VA5�..._....� 4 TURNBUCKLES °ABACK FACE THRUST > � A IT�A. �.�, �- BLOCK AREA REFERS TO THE BASUREDD.FAC OF 0.lg"S1 BLOCK MEASURED ED N y OUL-FM LISTED WASHINGTON STATE APPROVED REDUCED PRESSURE BACKFLOW ASSEMBLY INCLUDING TWO SQUARE FEET ,t, �. d A BALL VALVES,AND TESTS COCKS. 4 HORZ(OF PIPE AND t �� INSULATED PROTECiIVF ENCLOSURE(HOT BOX)REQUIRED FOR OUTSIDE INSTALLATIONS I 1/4"STEEL -' d �.'J THE PROTECTIVE ENCLOSURE MUST BE PROVIDED WITH BRAINS AT BOTH ENDS OF THE BOTTOM SUFFICYENTI,Y PLATE BLOCK S9 IT TO PROVIDED FREE GRAVITY DRAINAGE OF MAXIMUM DISCHARGE OF RELIEF VALVE PORT(2-MIN). Ti�RW E AaA-MdV�rAtL TYPE B BLOCKING TT PIPE ARP FOR 46'VERDCAL BENDS Q 9C' ELBOW WITH A CLOSE NIPPLE AND UNION ON VERTICAL. A L d ? LI . g -_--- THRUST BLOCK AREA IN SO';JARE FEET(SEE STD DETAIL NO W-165) NOTES: 4 $ Viz. z H A FIRM 9LT OR $ ,5,�, F M �° 9 i4 - $UIL HRM,,vLTY CCMPAC Arw cCHYACT$ANC a c `,E, 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12"DIAMETER AND FOR SOIL TYPES u w "`h' 2.r v` W j r 45-ew[ Ni/4/4'V' ga' e5 d[ND /+LL �.'.FFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY EHCANECR. C, v a M g ,'}m VS �,m ,6 qy d F1—BEND TEE CAP!#1,L a 22 i/2'WWI TEE CAP OR PL R la 22 1/Y BwD iFE CAP tXt Yt VC a 2 2. Aa:.EUKFING FOR HORIZONTAL FITTINGS"(POURED IN PLACEI SHALL BEAR AGAINST UNDISTURBED NATIVE S g"' v �u �$ 153 �_d . ° d NOTES" 0 d • BEND s BEND EEND GROUND OR F!LI.MATERLAI COMPACTED TO 958 MAXIMUM OE`J_ITti. me 1, ASSEMBLY REOlIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY,BY OWNER.. ° -x� °' 1.7 '` 4] 1 '""1 1- 1 ''' "' 3. AIL POURED THRUST BLOCKS SHALL BE RACPALLED AFTER MININ_M I DAY- PRESSURE TESTING SHALL A' a o dbLCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STPENGIN e +. _ # z -.53 2- THE ENCLOSURE MUST BE INSTALLED ON A.4"THICK.CONCRETE PAD. 4- 1 1 V +. a `. {. ALL BLU:KING V RC CONCRETE CL 3000-1 (5000 PSI) 1 1 PFE.AS CALULATEC CN T00 P5 PE x. - YNN R gyE WA Ak1 B, BLOCKING MAINS. fIRS.N SMALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA PoSSISLE,BUT „ ,'..)O 1 1/4 •C A �A_ $ n 3- AN ELECTRICAL OUTLET MUST BE PROVIDED.. --- -'-" SMALL NOT COVER OR ENCLOSE BELL ENDS,JOINT BOLTS OR GLANDS,ACCESS TO BOLTS AND GLANDS a. GUARD POSTS SHALL BE INSTALLED IF LOCATED IN A TRAFFIC AREA =IF ECOLOGY BLOCKS MAY BE'tSEE IN LIEU ' SHALL BE PROVIDED OF POURED-I . ALL HORIZONTAL BLOCKING THRUST AREAS SHALL DE CENTERED ON PIPE. S N-PI1V,;E BLG4XING FOR 7 WHERE POURED-IN-PLACE BLOCKING IS REOUIREO AT A POINT OF CONNECTION TO AN EESTING I_ *5 �I R D : 3 S. ALL BRANCH CONNECTIONS SHALL BE LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY. FITTINGS IN YNN15 HADED PORTION F$ED.ABLE MU57 8E U WATEFMAIN,THE BLOCKING SHALL BE INSTALLED PRIOR TO CONNECTION WHENEVER POSSIBLE OR AS RESTRAINED TY B URECTED RY THE CITY ENGINEER. FOR NOTES SEE STC DETAL IIC�W-165 S. TEMPORARY BLGCYING.IF USED.SHALL BE APPROVED BY THE OTT ENGINEER. F•'A NOTES SEE STD DETAIL NO W-175 _ EE L _ w E awc DEPAtitIEfPY OF V B PP`WI STANDARD NINE 0i4._-_-.� JIUIPARTIIIIIIINT OF PUDIC PW= STANDARD DETML G�T • L W1e DRAG"MM OF PM=WDRE6 STANDARD DETAIL Li Y ♦ M%%M W L AFW DrAREMwFE OF PUBIC wow STANDARD BEm O ^ U N v e # BnRNa STANDARD PLANS WW Nmnr STANDARD DETAILS °�nae STANDARD DETAILS STANDARD DETAILS � oo . .�_ � NUMBEa vr.ar NUMBER �w.eN.e NIRIBER � REDUCED PRESSURE BACILTWW ASSEMBLY - VERTICAL THRUST BLOCK •t lx0't a w. —P (RPBA) 2" AND SMALLER �-13Q •+tlx0 o THRUST BLOCK '- THRUST BLOCK *-I(y5 e m �+x t�M ,�o TYPE A aL TYPE B iT-176 � $ / A LONG.PAD • VALVE BOW LID J� SEE NOTE 3 SEE NOTE 4 2'SQUARE x 2•HIGH OPERATING NUT ^ 1/3 TOTAL LENGTH ., I VALVE OPERATING NUT 36"FOR PIPE DM. •2'OR III EXTENSION SEE NOTES \ l"l SMALLER 48'FOR MPE DA __ my..� I AND 2 y OVER 12'MAX.�H SHALL `J4 1 NOT EXCEED 60" 1 VALVE BQx /L..:- PROJECT NO. VE '$ OF PIRi-� I SEE NOTE 3 8005 BLOCK /\ - - - TDG N BY: DRAWN BY 8 a A--a =RETE THRUST BLOCK CHECKED BY: J/S'SET SCREW GO C} BOTTOM FACE 4'OK x 1/4" e0 "t .^ASCU., THRUS BLC"AREA 3 8��1\ MIN THK:1cNE54 PAD REFERS O'HE B VALVE BOX EXTENSION STEEL SECTION A-A BOTTOM FACE OF BLOCK MEASURED IN - SgM.RE FEET + 1 p 4 1- SOLID STEEL STOdt ¢ VALVE BOX CUSHION a U 3 TYPO•C'BLOCKING FOR 1111C,221A',W AND 90-KRTCA BENDS, {,`1, oe A �$�°e �\ 3/8-SET SCREW //� Sm FIR,$ITT 0R CtMPAtt SNND —ACT SAND GRAVEL �y�'/L� @ °e'• ° a'B.°•°Bl� SQUARE SOCKET v, J � "RU SLAY „/.' 2-1/4"INSIDE FITBMC ewD 43TIEH0 a a 22in' 1 459END•a 12 rx(BEND•58END R a 211/T' $ J u E ND 22 b I1_BwD MAD NlS 2-1/4`DEPTH Z a 4 • T - —... , WATER MAIN UNDISTURBED EARTH : 2 ND (1/B'MIN WALL THICKNESS) '^ `/ 1.__]D.:. '_AL_-�.1_ 1' GRAVEL BA.CKFILL FOR DRAINS vJ Z - ns ,a„yA,g•„ t12.e,,, (PC G COURSE AGGREGATE GRA NNG W rL:s s�sc�InTstsr €sc sa:.E•Lj_u.�~>;ts.2_�Lx_ NO.s PER WSDGT 9-03.1(3)G) VALVE WX AND EXTENWN VALVE OMATING NUT EXTE ION m --._...-- --------------__----- NOTES: ¢ Q 1, LOCATION AND SIZE Of BLOCKING FOR PIPE LARGER.THAN 2'DIAMETER AND FOR SOIL TYPES DIFFERENT THAN SHOWN SHALL BE DETERMINED en THE CT, ENc NEEP MATERIAL UIST. 0 AS-BUILT DRAWING APPROVAL z L F. N.I aiVT W ¢2; ALL BLOCKING FOR vER?I.^A. T*INGS(POURED/ry PLACE)SHALL BEAR AGAINST 1. E STuaeED N I_ �� THIS PLAN SET HAS BEEN REVIEWED AND APPROVED O GROUND. U BLOWpEF Hv RANT DESIGN FOUNDRY y76 F ARLr.T;.BL SUPPLED BY Ciri OF 1. VALVE OPERATING NUT EXTENSIONS ARE REQUIRED WHEN THE VALVE NU $MORE T-rAN THREE(3)FEET PER THE CONDITIONS ON THE TITLE SHEET.BRONZE TIC RAITH DESIGN POSED 2- ARUNGTON, T 3. ALL POURED THRUST BL,TCr:S SHALL BE BKKFiLlEO AFTER MINI" 1 DAY.PRESSURE TESTING SHAH FROM ABL VE W�iH OUTLET E%P05W 2-if2" BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A iRNIM1A.f OF(JIVE ,I/F7�7 1.?NG.GNS,Y ONE T � OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(rc). NIT OUTLET LOCKING CAP ON OPERATOR. n CAST 1R_N VALVE BOX AND EXTENSION PER EXTENSION WILL BE ALLOWED PER VALVE. Q L:J sT0 DETAIL w-190}. ALL BLUC1ilNG SHALL BE CONCRETE CL SOOp-1 (S000 FPO. BRASS BIT BEND MAD 2 ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE E OF STEEL,SIZED AS NOTED,AND PAINTED WITH . O N TWO(2}COATS OF METAL PANT, 6':ALE VALVE vn111 RESILIENT SEAT BY: 3, AMR INSTALLATi7N, SHACKLE RODS h IIIRNBUCKLES SHALL BE CLEANED AND COATED WITH 2 COATS (f� MAINLINE SIZE TEE vATN 6-FLANGE (MUE:LER,M&H OR APPROVED EOUAL)WITH A 3. VANE BOXES SHALL BE CAST IRON,TWO PIECE UNITS, DESIGNED WITH DEEP SKIRT(2')LIDS W/LUGS, City Engineer,CITY OF ARLINGTON OF ASPHALTIC VARNISH,ROY5TON ROYKOTE p6t2M OR APPROVED LUUAL. 6`FLANGE X 2`COMPAN.NN FLANGE EQUAL TO'WH NO.940"AS MANUFACTURED By RICH OR SATNER. SHEET TITLE MD-STATES PLASTICS METER 80X M58CF 8L SHACKLE RODS SHALL BE FUSION BONDED EPDXY COATED ROUND MILD STEEL.ASTM A 36, 1730-18/W DI LID. 2"HOPE NO MOL CL 200 CTS POLY PIPE W/2 DATE: 2•MIP COMPRESSION ADAPTERS • •�THICK CONCRETE PAO AROUND vALV'E B6XE5 OUTSIDE OF PAVED AREAS. 2'x2'SQUARE AROUND 7: BLCYC NJG AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE.BUT O5 2-1/2"CAP NATIONAL STANDARD THREAD SRJGLE VALVE BOXES AND 4'xU'AROUND MOLTISLE VALVE BOxcs. CONSTRUCTION DRAWING APPROVAL WATER SHALL NOT COVER OR ENCLOSE BELL ENDS.JOINT DOLTS OR GLANDS PEAONABLE ACCESS TO BOLTS AND GLANDS SHALL BE PROVIDED. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. A ANA D[PARIIRNT 01 P"NK•ORFB °Pt D)�ARTMRNf 0t MIBJJC♦OiC4 pEPAPf1�T OF PUNJL'iT01N3 ST/1DAPD DETAIL ♦ STANDARD DEtAA, Y STANDARD DETAILS ° wmne STA,NDARD DETAILS _ o n.+ STANDARD DETAILS srAr�ARo DETAn 4 W - NUMBER a __..__ _ NUMR _ x MRR BY: SHEET N0. + o VERTICAL THRUST BLOCK TYPE C: W-I75 +�< 2" BLOWOPP ASSEMBLY _ W—180 s�. 1� t-- VALVE 17T AND W-190 City Engineer,CITY OF ARLINGTON <iFF t xot �t+xo'Io OPERATING NVT EXTENSION /� DATE: IS APPROVAL VALID FOR 18 MONTHS C3.4 3.4 NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA a P. DfG I REQUIRED PAVEMENT OF"'Ash,LI RESTORATK)N PER SAWCUT(TYP.) SURFACE RESTORATION RIW USE PERMIT EXISTING PAVEMENT AS SPECIFIED(SEE SURFACE 4 NOTE 3) axX4 ONAL FNG RUILD94G 12" _ 3/5/19 EXTERIOR WALL D1 OR STEEL 16'FOR PIPE DtA 12"OR SMALLER PIPE a6'FOR PIPE DIA.OVER 12" } COMPALL(SEE NOTE I) E MAX DEPTH SMALL NOT EXCEED 60" SLEEVE SE i COMPACTED TRENCH NEAT LINE(TTP.) "T 3 Mr FLOOR o°F. rn_ GRACE / M •'� PIPE BEDDING ZONE THRUST BLOCK (SEE NOTES 2) 4 © CEMENT-LINED I I �-, STRUCTURAL'-'� DUCTILE IRON(CL52) / WSJ FOOTING FLANGE M10 SPIGOT TRENCH STABILIZATION PIECE(SEE PLAN MATERIAL.IF AND WHEN FOR PIPE DIAMETER) DIRECTED.(SAME AS APE P/PE O.D. + le A J ° 6EDDINC). a\ ,� UNPAVM AREA PAVW AREA / SEE W-225 �~ -.- 3 FOR CONTINUATION WATER MAIN FIELD LOX GASKETS/MEGALUG NDM: G REOUNRED ON ALL d01MTS FROM VALVE 1. TRENCH BACKFILL SHALL BE: TO 90'BEND THRUST BLOCKING SEE W-160 "PAVED AREA:GRANULAR BACKFILL AS APPROVED BY LOCAL AGENCY,OR PER WSDOT 9-03.9(11,OR CDF,OR 5/8"MINUS CRUSHED SURFACING,OR APPROVED NATIVE MATERIAL �- MA�LIST" SEE W-220 COMPACTED TO 95%OF MAXIMUM DENSITY. FOR CONTINUATION "UNPAVED AREA:SELECTED GRANULAR MATERIAL WITH MAXIMUM DIMENSION OF 6"PER Il 24-X24".4-CONCRETE PAD IN UNPAVED AREA WSOOT 9-03.15.COMPACTED TO 90%OF MAXIMUM DENSITY. Q CAST IRON VALVE BOX AND EXTENSION PER STANDARD DETAIL N0,W-190 2. GRAVEL BACKFILL FOR PIPE ZONE BEODING SMALL BE SELECTED GRANULAR MATERIAL PER g *SOOT 9-03.12(3),WASHED SAND,OR APPROVED SUITABLE EXCAVATED MATERNAL WITH O3 6'GATE VALVE WITH RESILIENT SEAT(MUEILER.MkH OR APPROVED EQUAL) MAXIMUM DIMENSION OF 1-1/2-COMPACTED TO 95%OF MAXIMUM DENSITY BY APPROVED w NAND-HELD TOOLS. ,'R O MAINLINE S1ZE TEE WITH FLANGE 3. EXCAVATE FOR THE APE BELL TO ENSURE UNIFORM SUPPORT FOR THE PIPE BARREL. (D 6'0.1.P. 4. UNPAVED AREA SHALL BE RESTORED WITH 4"TOP SOX..FERTILIZER AND SEED,OR AS 3 E Q MECALIIG SPECIFIED PAVEMENT RESTORATION SHALL BE DONE PER RIGHT-OF-WAY USE PERMIT,OR a w$ AS SPECIFIED. w E� y w,wno w N wIA DV4RIWBI'T 6I Pumm mRL9 STANDARD DETAN. T �Iw +wN mom mR 0P PIB120 901mf STAKQMD eETA4L t, .wsN n Awes p)�4RTYp17 m PUNIX Vom STAIOA90 DFrul 414 O wMIMw STANDARD DETAILS M wAihwl STANDARD DETAILS Ir�Mm nMANA STANDARD DETAILS 1MeER O mR NW .�� W-220 '._ FIRE LINE UNDERGROUND W-225 �® 2 i FIRE LINE CONNECTION FLOOR FLANGE DETAIL ♦ TYPICAL TRENCH DETAIL �'--,70 1 tNo< Iy �, PROJECT NO. TOG#18005 DRAWN BY: PAD CHECKED BY: PAD rn Q a (L 3 U) J o U) J z w m Plan Review z Z < By SAFEbum ::) Lu m Q � Q AS—BUILT DRAWING APPROVAL m UI THIS PLAN SET HAS BEEN REVIEWED AND APPROVED Lu O a PER THE CONDITIONS ON THE TIRE SHEET. /Q N_ v BY: City Engineer,CITY OF ARLINGTON SHEET TITLE DATE: WATER CONSTRUCTION DRAWING APPROVAL DETAILS THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: SHEET NO. City Engineer,CITY OF ARLINGTON ^/� . Fwwl DATE: /v'Jl hJ THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.;CITY OF ARLINGTON,SNOHOMISH COUNTY,WA Nam P. De, Nam: Q'O DF WAgy�G� I.MANHOLES TO19 8F COM C 478) IN SSACCORDANCE WITH i.FOR DEPTHS OVER 25'MANHOLE BASE SLAB DESIGN 3J4"GA UR HOLE ONAASHT0PLANS S OR (ASTM C 4TN UNLESS OTHEINASE SHOWN SHALL DESIGNED B+'d STTI11CnWAD ENGnEER. 1/2'THICK WEB$ ON PUNS OR NOTED N STANDARD SPECR`ICATNNS. $PLACES lOCK11MK,HOLE(TYP)3 PLACES g A ALL WTENIOA AND E%TERIOR JOINTS TO BE CJi0UTE0 3/8"HIGH CLEATS AND 3/4-RADIUS H 2..ALL REINFORCED CAST N PLACE CONCRETE SHAH.BE (SEE GROUT SPECIFICATIONS) GROUT TO BE 1/2' // / CLASS 4000.NON-RENFORCED CONCRETE IN CHANNEL THICK LUNNUM AND 3'EACH SIDE OF Jew MINNUM. LETTERS MA�J664_6.eO AN P SHELF SHALL.RE CLASS 300B_ALL PRECAST THEY MUST BE INSPECTED PRTJR TO BACKFILL. 3'RAISED LETTERS CONCRETE SHALL BE CLASS 4000_ \/ . �G 3.PRECAST RASES SHALL BE FURNISHED WmE CIITOUIS S.CORE pRR1:Iw:ONLY,IYNYERING KNOCKOUTS WILL s '"f" • _ / �--' CLONAL F' NOT, BE KLON-0 KOR-N-SEAL PACTORY INSTALLED 2-5/T6"TYR 1� AIL 9 16-DlA BOONS ARE ALLOWED. • N 4.ALL BASE IK7TH OF 0 STEEL ANO HAVE A PLACED IN T A A ' �� ROur6}BAR 3�5�19 HELP SxRENGiH OF 00.000 PSI AND 8C PLACED w THE 10.MANHOLES 5`-�DEEP uIST ff FTAi TOPS. i it - GRADE 60 STEEL EA UPPER HALF Of THE BASE"is I"MINIMUM CLEARANCE, `�, 3-1/2- 5.CUTOUT HOLE SIZE IS EOUY.TO PIPE WiEFt 4- .8� 3/4"RIBS f A.• DIAMETER PLUS 6 PLACES MANHOLE WALL RING-0 COVER THICKNESS.WkIWUY x SEE SS-0 30 �.\ !V i/ 1/2 • �' PIPE SIZE IS 12'FOR / 4 48"MANHOLE.N'FOR AO.NSTWENT SECTION a 5A`MANHOLE. m � I -. \ RUNG f 2-DA..MINIMUM DISTANCE �. S% G f BETWE S,HOLES R 24 - ` ` _.._ ROUND BAR 8"(MASURTH ON THE $ ''G' / GFpOE 6D STEEL wSNE OF THE MANHOLE). 1c. - PRECAST CONE PLm (ECCENTRIC UNLESS It� fl.DEPENDS SIZE GTiERF115E SPECIPIEO) t f I? MAX ANCHOR PAbS DEPENDS ON SIZES. N 2-1/4"X 2' LOCATION AND POYPROPv1,ENE NLWBER9 OF HOLES ,Ty STEPS PER SS-050 27DEWN AND A W(M]/B"DA HJLf FOR PIPES.MANHOE SHALL BE SIZE PRONED 48"OP 54" SJ$' 26-1/2- AID WARRANTED BY � k SEE NOTE 6 1/8" 26-If4"THE MANHOLE SUPPLER. •' PRECAST RISER SECTIONS 23_3J4' 1/2'WA.z 3' r ` GALVATWZED a ANCHOR BOLTS MAX. 8 512E K CPCUTSEE SS-•� - U00ER 040 i�_'� FOR 16'MANHG.E.4 �{Fy�� Lp" FORO54'TES 5�ABUEEi LE SEE •, J^�\ -t ..SLOPE.1/2'/FT(TYP) 1 7/8' NOTM* ._ I�._ 7 CONSTRTUCT CHANNEL AND 5' 7J8" -4 I J SINE F Tb THE CROWN OF THE STEPS SHALL BE STEEL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC CONFORMING,T0. j POE PIPE M{,//' RLNFORCING STEEL(FOR PRECAST ;4 (A) ASTM C 478 AND AASHTO M-199,MINIMUM HORIZONTAL LOAD SHALL BE IS00 LBS, t INSIDE � �� .W�NliEGRAI RISER) SECTION A-A 0.15 5(1 d 9A ! NJF7 IN EACH CRECTODN FOR 48' (B) ASTM A615 GRADE 60(REINFORCING STEEL BAP). w MORTAR FILLET I pA.0.19 50 IN/1 IN EACH PRECTNN FOR <-D.A W�yFIk�•� (C) POLYPROPYLENE CONFORMS TO D-4101, PRECAST BASE WITH INTEGRAL RISER CRUSHED SURFACING BASE CG.+TRSE t. MANHOLE P;N:;S SHALL Be GRAY wWE bdYFbRMING TO THE REOVtt2£MENT$orAASt1T0 N 105.GRADE 304E 2. MANHOLE STEPS SWILL HAVE MOLDED SAFETY HAND GOP, RED REFLECTORS ARE REOVIRED. 48'DA.-6' 3 6'MN.DEPTH COMPACTED TC MIN. 3 NS.ALL FABRICATION DIMENSIO INDICATED ARE MINIMUM DW-8' �6•�\\ _L�0. ,955 OF STANWRD DENSIP• 2. MANHOLE COVER TO BE DUCTILE IRON CONFORMING TO ASTM A536.OR 60-55-06 OLYMPIC FOUNIDARY PART w n -'P NEtt. MH30 OR APPROVED EGUAi. 4.THE ENTIRE POLYPROPYLENE PLASTIC MATERIAL SURROUNDING THE REINFORCING STEEL BAR SWILL BE m SEPARATE CAST N PLACE WE 3 LOC INC COVER TO BE USED IN ALL LOCATKINS.THE UD SHALL BE LOCKED DOWN WITH 3-5/8-SS CAST MONOUTHRCALLY. MINIMUM COVER SHALL BE 3J16-NCH. U U w DIF 5EPAfATE PRECAST BASE SOCKET HEAD CAP SCREWS, NH�� rn STEPS SHALL BE SPACED AT 12 INCHES. IGI REINFORCING STEEL(FOR SEPARATE BASE ONLY) 4. RIND AND COVER SHALL BE TESTED FOR ACCURACY OF FIT AND SHALL BE MARKED N SETS FOR DELNERY. s � H � m 0.23 50 IN/FT w EACH DIRECTION FOR W PA 6.L400CR SHALL BE INSTALLED IN ACCORDAiCE WITH THE APPROVED MANUFACTURERS RECOMMENDED U-30 SO IN/Ftw LACK DRECr'OW FOR 54'PA 5. ALL CA$TNGS TO HAVE A BITUMINOUS COATING, PROCE/YJRES. O I.y w STANDA(�OCTALL Y -W A AUTO 8DAR19THFf OF PWaJJC i0NL4 STANDARD DETAA Y DEPAWTflR?Of PDBPt["Bo 0 n N STANDARD DETAIL nUMecR o PnvW+ STANDARD DETAIL NumB" �� .� STANDARD DETAIL $uNDMm RETAA N .....ia..__._._... UK ,�^_. • MANHOLE TYPE I SS-010 v� ! MANHOLE COVER SS-030 � "'� SS-040 f Lao ♦moKoA p�• o MANHOLE UDDER tap �11�►►►iiii TrrGAA o 13=1J2' 10I 3 TO JLUI LOBED EARTH - - D.I.T FM, 'n11PLLJG BAWCtiT ., [,21. ]A , �N, ON 2`SADDLE A DU L`_'RON MJ +,f'\ OR BLOCK on -T • JOINT SEWER PIPE ELEVATION • . . . . . . . ,� D.I TEE CL-200 r /"'-EXISTING 'La 11L •{'(� �• PROJECT NO. CORE LIP'Ll L AND ILL - . THECA-LUG " /�W/N N--HR N, .b,.'1' \ TDG#18005 / T RED REFLECTOR RED PEFLECTOP 1 2 BIND FLANGE / DRAWN BY. AS DAM PAD CHECKED BY: PLM PAD �•-' _.-.' .. I��OF a LUG '(/./ .. i' STAINLE$STEEL STRAP N17H :4 -.TEE: 9'l.'T'; Y F V (L-_E AA L. .f4tlM.M 'L 5, SG , E_ PFE' RE TREATED 4X4 (, 3 J2^GRADE 60 STEEL ' PAVED TRAFFIC AREAS OUTSIDE PAVED TRAMC AREAS (n J o REINFORCING BAR(ASTM A-615) J Lj POLYPROYLENE ASTM D4101 WA F-L w"GP4'YEL w _ z STEP MEETS ASTM C-478 BORP w w FSS OTHF=ASE z DIRECHL,B EI,DNEEN C pk FEW r f�FF�T4 Q lOI�RI�1 • CONE 'TO 90'6 MAXIMUM � Plan Review V .A1114AIW A,A UEN_T". �.6a � _ - _ ,A 9' i (..BILL � Q By SA Eb � t W ... 1 '' ffLLI , _IAAn CIE SAME A.HORN✓SNTA -GJPE DR N,LE ID F1..1 3.. '`�-_l_12 N..- 1� J P'i E UNI., A PPGVF F,r nr" 1 Vt W I l! H K. `11 if 6- •: E[GTJEER. sEE NOTE ' AS-BUILT DRAWING APPROVAL ?� m (D z `-�'JT E,1/YT��+ L � � I .�NrPrrr r A ao.n MEGA-LUG / t THIS PLAN SET HAS BEEN REVIEWED AND APPROVED � �O a I SHALL CONFORM TO CURRENT 5_PRECAST ADJUSTMENT RINGS SHALL BE CAST WITH PER THE CONDITIONS ON THE TITLE SHEET. STANDARDS AND SHALL BE 5.5 SACK IWK, GROOVE TO ALLOW HELD INSTALLATION OF SAFETY D ,M - e.NL. (MINIMUM 3D00 PSa 28-CAI STRENGTH) STEP. f^ Al Si { V 2. WHERE DEPTH OF NECK Ex.LFEDS 2e INCHES, 6.CONCRETE PERIMETER SEAL SHALL EXTEND TO 12 EHANT E ADJUST MANHOLE GPADE BY INSERTING A NCH MINIMUM OR 2 INCHES BELOW THE BOTTOM OF BY: NEW MANHOLE BARREL SECTICN BETWEEN THE THE ADJUSTMENT RINGS OR BLOCKS. City Engineer,CITY OF ARLINGTON �y •�E/y� I / CONE AND EA,STIN6 BARREL. SHEET TITLE .SIDE ELEVATION 7.;AMC I. DNLY. N.O OVERCUT*LNG LMTS OF PATCH, DATE. SEWER ��Fy�� BECK E E T N 3- ADJUSTMENT RING$/%C•"«:, TOP OF CONE NUM- CHANNEL TC MAIN LINE^� AT OF,ABOVE SECTION,AND BOTTOM OF IRON RING,SHALL.Be 8,N NCAa-TRAFRC AREAS(LAND CAPFDJ THE d, HIGHEST CROWN WET STAf�Eo IN 3/4-GRANT,PLASTEIR SMOOTH CONCRETE PAC 5 4"THICK WITHOUT REINFORCEMENT. CONSTRUCTION DRAWING APPROVAL DETAILS 1.STEPS LOCATED IN RISER SECTIONS SHALL BE 5". INSIDE AND OUT. 4 STEPS OR RUNGS SHALL BE ADDED AS NEEDED THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER SS-D40 AND SS-050. PER THE CONDITIONS ON THE TITLE SHEET. DITPARTLBNT OF PUBLIC TORAS STANDARD OEIM 1'EY p' SIANUPkD UEIAIL Y AW1PW R AOR I/EPA8191AFF 0I PUWJC'40Ig4 _ F n STANDARD DETAIL MUW STANDARD DETAIL _ NumOER n STANDARD DETAIL STANNUMBER DARD DETAIL BY: SHEET N0. MANHOLE LADDER STEP SS-050 v®� MANHOLE DROP CONNECTION ss-060 � SS-070 City Engineer,CITY OF ARLINGTON MANHOLE PAD AND ADJUSTMENT DATE: IS APPROVAL VALID FOR 18 MONTHS ' NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 0P' De�. W.A s < Ti44�4 cf nz FIS E .., $iNNLEs5 STEEL 1YONAL E CLAMP 6'GASItE1EDG FLEXIBLE / 3/5/19 STAINLEES STEEL CAST IRON LOCKING CAP BOOT ( RNG AND COVER E:+PANSN]AI RING ONE SIZE LARGER p TWW PIPE CIA 1Iy 5' LABELED SEWER' a GLASS 4000 �-F7'� " CCriCRETE "SO PAVED y I j E "!�• t--U= rn 12'I SURFACE F14ISt,GRADE - F• A r� 3 UNPAVED AREAS e MECHANICAL END MAIN DO,X 6'TEE z x OF PIPE PLUG. (SEE NOTE 1) 3 WRN FLG. CNERNE TYPE - 1 5 2 OR�3J GROfIT M°a 6'SIDE SEWER STUB WYE MQ�p D MIN 4%SLOPE a {SEE NOTE 2) l�`�� MOD - — _ J _ M — A g"TEST NEE WITH PLUG L `�i�`p (REQUIRED IF THE SEWER MAIN PAVED AREAS F� 14�'t IS ExISTING SEE NOTE 5) APPROVED WATER A s TIGHT PLUG ! SEWER MAIN F a N Ir CAST IRON LOOaNG RING AND AVER OLYMPIC M102S OR APPROVED EQUAL Narm, I1V L GT'. a M i. AT THE OkW CONNECTION TO THE SEWER MAD A MAIN ER X T TEE IS REQUIRED FOR NEW SEWER MAINS z /� AND A ROAM TAPPING TEE OR CORE DRILLED INSERT-A-TEE REQUIRED FOR AN ExIST,NG SEWER M61N. NODES: Nom: 2, 2.4 PRESSURE TREATED MAftFR POST SNM L BE PARTED WHITE WITH BLACK LETTERS'SEWER LOT/ PVC SIDE SEWER.FOR REMAINDER OF PVC SERVICE SEE SS-090 1. CLEAN-OUT PIPE AND FITRNtS StWi BE THE SAME MATERIAL AS THE SEINER IkVIN. INVERT DEPTH" n a 2O POW STYLE CISTAPPING SADDLE OR APPROVED EQUALON Al PIPE, U 2. A SANITARY TEE,SWEEP,OR STRAIGHT TEE IS NOT ACCEPTABLE. 3. 12 GAUGE WIRE SHALL BE CONNECTED TO PIPE AT INVERT AND WRAPPED AROUND MARKER POST. O CORE-1)RLWNG WITH INSERT-A-ifE MAY ALSO BE USED ON ALL PIPE U m w 3. SEWER STUB WILL BE EXTENDED 10'13EYOND PROPERTI UNE AND S'BEYOND UTILITY EASEMENTS TO 4. DETECTOR TAPE REQUIRED FROM SEWER MAIN TO MARKER POST. *m - 3 PREVENT DAMAGCCOMPLTSNIED E TO CLEAN-OUT AND MINIMI2E CANFLK'.TS WITH OTHER UhUTIES WHEN SERVICE TO �COPE DRILL EXISTING MAINLINE PIPE PER MFG'S SPECIFICATIONS. �I .9 y. TEST TEE SHALL BE INSTALLED AT THE SEINER MAN WHEN A MOE SEWER IS CONNECTED TO AN BUILDING IS A 35'MD.45' MAY. rrr... EXISTING SEWER MAM. O _ .AT narAm+�r or PuRMG LAIRS 1 AlNpo n �A AnA nEPIR1Yl41T N PUWMC'.NOW6 STANDARD DETAL TY ^ __- NNPARIYWT!or PVBAIC NOPdS STANDARD DETAIL 1 1l _ - STANDARD OVA O t ^ni..� STANDARD DETAIL NUMBER t A*m� nnw STANDARD DETAIL NUMBER t _ n ..... STANDARD DETAIL 1NJMRR � d R ftq Rn • DNA rR 1n�CAR SEWER CIEANOUT SS-080 •�� SIDE SERER SPUR `S-090 .�• ¢ SS-100 Pt+xa�o ♦<2N0� ��tTTaE _ i __^ NEW SERVICE ON EXISTING MAIN ��4 G w THIPO SIDE SEWER 46'MANHOLE [�L] IF TNERE IS NO N^V THRU CHANNEL ti MIN DIV QERS 6'MIN DIVIDERS TCP 3' MD COMPACTION 35%MAX DENSITY t BACKF,U, SIDE SEWER �f SIDE SEWEP MIN COMPACTION -_ '� t _,__ PROJECT NO. 90%MAX DENSITY - TDG#18005 ,..s._0 1 DRAWN BY: SLOPE v f •A4".LAN PAD CHECKED BY:. r' PAD PIPE ZONE .-.a ... LLD COMPACTION MAIN f.HANNEL / EL Ai1N\ 90%MAX DENSITY W 3 MD BEDDING BUILT UP CONCRETE W m > - CHAYYNEL DIVIDERS FOUNDATION MATERIAL(:: 1 MIN C'OMPAC'I CXi ry `�Z v+J z AS REQUIRED ( 90%MAXI DENSITYLu SBCTidN U SXSIGPE J �pc M£R AS—BUILT DRAWING APPROVAL ¢ m U w s ,fR S�oE sE THIS PLAN SET HAS BEEN REVIEWED AND APPROVED LLJ O a I,ALL BACKFLL MATERIAL SHALL BE PLACED IN 4,COMPACTION TESTS SHALL BE AS REQUIRED BY THE PER THE CONDITIONS ON THE TITLE SHEET. LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER,BUT IN NO CASE LESS THAN 2 TESTS COMPACTION UNLESS AUTHORIZED BY THE CITY EVERY 200 FEET OF TRENCH(ONE AT SUBGRADE AND Q v> EH31NEER DUE TO THE CHARACTER OF THE ONE AT 50%OF TRENCH DEPTH), CD MWTER64L AND THE COMPACTING EQUIPMENT, BY: . 5.D-PLACE DENSITY AND MMTURE CONTENT WILL BE 2_MECHANICAL COMPACTION�PACK FILL DETERMINED USING NUCLEAR METHOD,ASTM City Engineer,CITY OF ARLINGTON MATERIAL SHALL NOT BEGIN UNTIL THE DEPTH 2922-71. SHEET TITLE OF COMPACTED BATSFILL MATERIAL IS 2 FEET DATE: ABOVE THE TOP OF PIPE. 6,LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM . MOISTURF CONTENT WILL BE DETERMINED USING THE SEWER S EACH LIFT SHALL BE MECHANICALLY COMPACTED UIDIFIED PROCTOR METHOD D ACCORDANCE WITH 'CONSTRUCTION DRAWING APPROVAL DETAILS TO rFE RE LIFTSIPED OF PRIOR T PLACING ASTM 0-1557. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED EEDINc LIFTS of tMCKFRL MATERIAL. R 11 SE PER THE CONDITIONS ON THE TITLE SHEET. 2.BEDDING MATERIAL SHALL BE�'MINUS.. 4n"TYPE i OR II SEWER MANHOLE y UNPARP1TdhT Or PE'WMC NDF!><s STAWARD DETAR Y 0 -�-{- --.-- WMART11 R or POWMC NOW STAIDAID DETAR _ STANDARD DETAIL RLOKIT t nnr. STANDARD DETAIL NUMIEN -•t- BY: SHEET NO. +�• .__._...._..H..._._. TRENCII SECTION SS-12'0 vp� MONITORING MANHOLE SS-130 .City Engineer,CITY OF ARLINGTON M34M� DAZE: THIS APPROVAL VALID FOR 18 MONTHS C 3.7 NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA CITY OF ARLINGTON GENERAL CONSTRUCTION NOTES CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON STORM DRAINAGE NOTES CITY OF ARLINGTON SEWER CONSTRUCTION NOTES CITY OF ARLINGTON WATER CONSTRUCTION NOTES dF W to �a 1.ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT 1.APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL. 1.ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN 1.ALL WORK SHALL BE IN ACCORDANCE WIT THE APPROVED PLANS, 1.ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS EDITION OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND (TESC)PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ACCORDANCE NTH THESE APPROVED PLANS AND CITY STANDARDS AND AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS,AND THE CURRENT EDITION OF THE WASHINGTON ROAD OR STORM DRAINAGE DESIGN. SPECIFICATIONS.ANY DEVIATION FROM THESE PLANS WILL REQUIRE SPECIFICATIONS.ANY CHANGES TO THE DESIGN REQUIRES CITY APPROVAL SPECIFICATIONS.ANY CHANGES TO THE DESIGN REQUIRE CITY APPROVAL. osaw STATE DEPARTMENT OF TRANSPORTATION(WSDOT)STANDARD PRIOR APPROVAL FROM THE OWNER,THE CITY ENGINEER,AND OTHER F ' SPECIFICATIONS FOR ROAD,BRIDGE,AND MUNICIPAL 2.A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT APPROPRIATE PUBLIC AGENCIES. 2.ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON 2.ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND ��ONAI.E CONSTRUCTION.A COPY OF THESE DOCUMENTS SHALL BE ON SITE MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY STANDARDS AND SPECIFICATIONS AND THE MATERIAL SUBMITTALS SPECIFICATIONS AND SHALL BE APPROVED BY THE CITY PRIOR TO DURING CONSTRUCTION. FOR APPROVAL PRIOR TO ANY WORK ON THE SITE.AN APPROVED 2.ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE SHALE BE APPROVED BY THE CITY BEFORE SCHEDULING THE DELIVERY TO THE JOB SITE.MATERIAL SUBMITTALS ARE REQUIRED 3/5/19 COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO CITY STANDARDS AND SPECIFICATIONS..ACCEPTABLE.STORM PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION 2.IT IS THE SOLE RESPONSIBILITY OF THE THE CITY INSPECTOR AT THEIR REQUEST. DRAINAGE PIPE MATERIALS INCLUDE CONCRETE,.PVC,HOPE,AND DELIVERED TO THE JOB SITE.ONCE THE MATERIALS ARE DELIVERED CONFRERENCE. DEVELOPER/CONTRACTOR TO OBTAIN A GRADING PERMIT,RIGHT-OFWAY DUCTILE IRON.CORRUGATED.METAL PIPES(GALVANIZED ALUMINUM TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE PERMIT,AND UTILITY PERMITS,FROM THE CITY.ALL 3. THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR OR STEEL)ARE NOT ACCEPTED BY THE CITY.ALL PIPE JOINTS MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE 3.WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE REQUIRED PERMITS FROM OTHER AGENCIES MUST ALSO BE OBTAINED. TO ALL OTHER CLEARING AND GRADING ACTIVITIES,AND IN SUCH A MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS OTHERWISE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS BEFORE THE CLASS 52 UNLESS OTHERWISE APPROVED BY THE CITY.. BY THE DEVELOPER/CONTRACTOR. MANNER AS TO ENSURE THAYSEDIMENT-LADDEN WATER DOES NOT DIRECTED BY THE CITY. MATERIALS CAN BE INSTALLED. - ENTER THE DRAINAGE SYSTEM,LEAVE THE SITE,OR VIOLATE ". 4.ALL SERVCE LOCATIONS SHALL BE FIELD APPROVED BY THE S 3.PRIOR TO ANY CONSTRUCTION ACTIVITY,THE DEVELOPER/ APPLICABLE WATER QUALITY STANDARDS.MAINTENANCE, 3.PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED 3.ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD CITY PRIOR TO INSTALLATION. n CONTRACTOR SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH REPALCEMENT,AND UPGRADING OF THE TESC PLAN IS THE GRAVEL FOR ALL PIPE TYPES,EXCEPT DUCTILE IRON.BEDDING STAKED FOR GRADES AND ALIGNMENT BY A SURVEYOR PRIOR TO THE CITY..THE CONSTRACTOR SHALL SCHEDULE THE PRECONSIRUCTION RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS CONSTRUCTION.THE CONJUNCTION STAKES MUST SHOW THE STATION 5.IT IS THE CONTRACTOR'S RESPONSIBILITY.TO LOCATE CONFERENCE BY CALLING(360)403-3500.PRIOR TO COMPLETE AND APPROVED BY THE CITY. OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). AND OFFSET TO THE ALIGNMENT. UNDERGROUND UTILITIES BY CALLING ONE-CALL UNDERGROUND SCHEDULING, THE CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL UTILITY LOCATOR(1-800-424-5555)48 HOURS PRIOR TO CONSTRUCTION. FOR THE TRAFFIC CONTROL PLAN,CITY PERMITS,TEMPORARY 4. THE BOUNDARIES OF THE CLEARING LIMITS,SHOWN ON THE TESC 4,ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL 4.THE CITY OF ARUNGTON WASTEWATER DIVISION SHALL BE PLAN,SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR NOTIFIED A MINIMUM OF 48 HOURS IN ADVANCE OF A TAP OR EROSION AND SEDIMENT CONTROL PLAN,PERFORMANCE BOND,COPY LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE MAXIMUM 6,ADEQUATE TRENCH SHEETING AND/OR.SHORING SHALL BE TO STARTING CONSTRUCTION.NO DISTURBANCE BEYOND THE FENCED CONNECTION TO AN EXISTING SANITARY SEWER MAIN.THE OF OTHER AGENCY PERMITS,A COPY OF THE CONTRACTORS DRY DENSITY.ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND W1SHA. LICENSE,AND PROOF OF INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED.THE FENCING 90%OF MAXIMUM DRY DENSITY, INSPECTOR SHALL BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR 7.THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED THE DURATION OF THE CONSTRUCTION PROJECT. 5.ALL PIPE SHALL BE PLACED ON STABLE EARTH.IF IN THE 5.GRAVITY SEWERS,INCLUDING SIDE SEWERS,WIT 5 TO 14 FEET GRADE PROFILE WHEREVER POSSIBLE.THE DEPTH OF COVER SHALL 4.A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON.THE JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. OPINION OF THE CITY INSPECTOR,THE COVER SHALL BE PVC ASTM D 3034 SDR 35.GRAVITY SEWER E EXISTING TRENCH BE TYPICALLY 36 INCHES(3 FEET),AND MAY BE UP TO 60 INCHES 5.THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM FOUNDATION IS UNSATISFACTORY,THEN IT SHALL BE EXCAVATED MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF (5 FEET)WITH THE APPROVAL OF THE CITY ENGINEER.WATER REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION.DURING BELOW GRADE AND BACKFlLLED WITH GRAVEL BEDDING MATERIAL TO COVER SHALL BE DUCTILE IRON PIPE CLASS 52,OR C-900 PVC.IF 5.ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE'NTH DUCTILE IRON PIPE IS USED FOR SEWER,THE PIPE INTERIOR MAINS UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE THE APPROVED PLANS.ANY DEVIATION FROM THE APPROVED PLANS THE CONSTRUCTION PERIOD,THESE TESC FACIUTIES SHALL BE SUPPORT THE PIPE. MINIMUM COVER DEPTHS REQUIRED BY WSDOT(OR SNOHOMISH COUNTY WILL REQUIRE PRIOR APPROVAL FROM THE OWNER,THE CITY UPGRADED AND ADDED TO AS NEEDED,FOR UNEXPECTED STORM SHALL BE EPDXY COATED(NOT CEMENT-LINED). ) s ENGINEER,AND OTHER APPROPRIATE PUBLIC AGENCIES. EVENTS AND TO REFLECT CHANGED CONDITIONS,AS REQUIRED BY 6.LOT DRAINAGE SYSTEMS,STUB-OUTS AND ANY DRAINS BEHIND 6.PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C478. 8.PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE THE CITY. THE SIDEWALK MUST IO INSTALLED AS REQUIRED PRIOR TO JOINTS SHALL BE RUBBER GASKETED AND GROUTED BOTH MANUFACTURERS RECOMMENDED MAXIMUM DEFLECTIONS.BENDS MAY ¢ 6.ALL N THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN SIDEWALK CONSTRUCTION.STUB-OUTS SHALL BE MARKED WITH A INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON BE REQUIRED TO MAINTAIN PROPER WATER MAIN ALIGNMENT WITHIN THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED 6. RG CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR 20(4°WIT 3 FEET VISIBLE ABOVE GRADE AND MARKED STORM. FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON STANDARDS AND SPECIFICATIONS.ALL UFT HOLES CUT TROUGH EASEMENTS OR PUBLIC RIGHT-OF-WAY. m .APPROXIMATE AND NOT NECESSARILY COMPLETE. IS THE SOLE CERTIFIED EROSION CONTROL SUPERVISOR PRIOR TO STARTING .THE AS-BUILT PLANS SUBMITTED TO THE CITY. THE WALLS OF THE MANHOLE SHALL BE GROUTED FROM THE INSIDE g;WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK,CURBS, RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY CONSTRUCTION. AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT.ADDITIONAL THE ACCURACY OF ALL UTILITY LOCATIONS. 7.ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN WATERPROOFING MAY BE REQUIRED. GUTTERS,OR ANY PERMANENT STRUCTURES WITHOUT THE PRIOR w 7.THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE ON THE PLANS AND APPROVED BY THE CITY.THE USE AND APPROVAL OF THE CITY ENGINEER. a 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED INSTALLATION OF INLETS IS DISCOURAGED. 7.SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH o - - UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 10.NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL TAP FUNCTION AND OPERATION. FLEXIBLE GA AP T JOINTS.SIDE SEWER CONNECTIONS SHALL BE i = MADE BY A T TO AN EXISTING MAIN OR A TEE FROM A NEW MAIN THE NEW CONSTRUCTION PASSES PRESSURE AND PURITY TESTS,AND UNDERGROUND UTILITIES LOCATE SERVICE(1-800-424-5555 OR 8.ALL CATCH BASINS WET A DEPTH OF 5 FEET(RIM TO INVERT) HAS BEEN APPROVED AND ACCEPTED BY THE CITY. 8.BETWEEN OCTOBER 1 AND APRIL 30,DISTURBED AREAS THAT ARE OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED NTH 3/4 CONNECTED ABOVE THE SPRING LINE OF THE PIPE.WYES ARE NOT M � 811)AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. ALLOWED ON LINES 8"OR LARGER.SIDE SEWERS CAN NOT BE TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS SHALL BE INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER 11.PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, IMMEDIATELY COVERED BY MULCH,SOD OR PLASTIC COVERING INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY INSPECTOR. 8.INSPECTION AND ACCEPTANCE OF.ALL WORK WILL BE CITY STANDARD DETAILS. CONTRACTOR SHALL FIELD VERIFY THE LOCATION,DEPTH AND BETWEEN MAY 1 AND SEPTEMBER 30,DISTURBED AREAS THAT ARE TO ACCOMPLISHED BY REPRESENTATIVES OF THE CITY OF ORDINATE B.ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS MATERIAL OF EXISTING WATER MAINS AT THE POINT OF CONNECTION. BE LEFT UNWORKED FOR MORE THAN SEVEN 7 DAYS SHALL BE - - IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE - O 9.ALL GRATES SHALL BE MARKED'OUTFALL TO STREAM-DUMP NO H " � a AND SCHEDULE APPROPRIATE INSPECTIONS,ALLOWING PROPER IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. TRACER TAPE 24"-48" UNDER THE PROPOSED FINISHED SUBGRADE, POLLUTANTS.ALL SOLID COVER SHALL BE MARKED 9RAIN°.ALL 12.ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET ,., .. ADVANCE NOTICE.THE INSPECTOR MAY REQUIRE REMOVAL AND OR.AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE a CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WIT LOCKING HORIZONTAL CLEARANCE FROM SANITARY SEWERS:WHEN WATER LINES O �i REPLACEMENT OF ITEMS THAT DO NOT MEET CITY STANDARDS OR 9.SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. PLASTIC,NON-BIODEGRADABLE,METAL CORE,AND DETECTABLE, CROSS SEWER LINES,THE MINIMUM VERTICAL CLEARANCE SHALL BE o WERE CONSTRUCTED WITHOUT INSPECTION. / :WITH BACKING MARKED SEWER". J h BASINS,PRE-TREATMENT/SEDIMENT POND,AND SEDIMENT TRAPS 18 INCHES. C i O UPON REACHING A DEPTH OF 12 INCHES. 10.ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND g,SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND '�I •� 9.THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE CATCH BASIN)SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 13.TO FILL THE MAIN FOR FLUSHING,PRESSURE AND PURITY a STREETS CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING 10.ANY PERMANENT RETEN110N ETENTION FACILITY USED AS A COORDINATED FOR CLEARANCE WITH POWER,GAS,TELEPHONE, - /D LEVEL. TESTS,THE CONTRACTOR IS REQUIRED TO USE AN APPROVED METER CABLE,AND OTHER UTILITIES.SIDE SEWERS SHALL BE A MINIMUM '�. AND/OR VACUUM TRUCK.WASHING OF THESE STREETS WILL NOT BE TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE AND DCVA.THE HYDRANT SHALL REMAIN IN THE FULL OPEN ALLOWED WITHOUT PRIOR APPROVAL FROM THE CITY INSPECTOR. NECESSARY EROSION CONTROL MEASURES,SHALL PROVIDE ADEQUATE 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL OF 10 FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE STORAGE CAPACITY,.AND SHALL BE CLEANED OUT ENTIRELY ONCE MANHOLE,INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO AFTER SUCCESSFUL TESTING,THE CONTRACTOR WILL TIE INTO THE �I H THE SITE IS STABILIZED.IF THE PERMANENT FACILITY IS TO DO THE SEWER PIPE SHALL O INSTALLED STARTING THE FROM EXISTING SYSTEM,USING DISINFECTED SLEEVES AND SPOOL BU THE CONTRACTOR SHALL MAINTAIN TWO(2)SETS IC 'AS- GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING W s $ BUILT°PLANS SHOWING ALL FIELD CHANGES AND MODIFICATIONS. DOWNSTREAM OF THE POINT OF CONNECTION ON THE EXISTING SEWER ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM,THE FACILITY PIECES. u SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. IMMEDIATELY AFTER CONSTRUCTION COMPLETION,THE CONTRACTOR OR FROM A DESIGNATED STARTING POINT.THE SEWER PIPE SHALL12.ALL RETENTION/DETENTION FACIUTIES SHALL BE INSTALLED BE INSTALLED WITH THE BELL END UPSTREAM. 14.THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE ~ SHALL DELIVER BOTH COPIES OF RED-LINED PLANS TO THE CITY. AND IN OPERATION PRIOR TO,OR IN CONJUNCTION WITH,ALL THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN 11.WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS OPERATION.ONLY AUTHORIZED REPRESENTATIVES OF THE CITY CAN ., CONSTRUCTION ACTIVITY,UNLESS OTHERWISE APPROVED BY THE REQUIRED,FAST GERMINATING GRASSES SHALL BE APPLIED AT AN 11.ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE OPERATE VALVES IN THE CITY WATER SYSTEM. ENGINEER. CITY. ' APPROXIMATE RATE OF 120 LEIS PER ACRE. PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND WISHA. 15.THE CONTRACTOR IS HEREBY NOTIFIED THAT,SINCE FILLING 12.WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS 13.DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 12.TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE AND FLUSHING WILL BE DONE THROUGH A CROSS-CONNECTION REQUIRED,IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET SHALL CITYS EXISTING SEWER SYSTEM,THE CONTRACTOR SHALL INSTALL CONTROL DEVICE,LOW VELOCITY FLOWS MAY BE ENCOUNTERED. INCHES,OR 3,000 POUNDS PER ACRE. BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY THEREFORE,EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE INSPECTOR.THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS CLEAN DURING INSTALLATION. THIS MAY INCLUDE SWABBING THE CITY OF ARLINGTON RIGHT-OF-WAY ADA NOTES. 13.SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. 14.BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE ACCEPTED BY THE CITY. PIPE WITH CHLORINATED WATER. PROJECT NO. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, CONSTRUCTED,BEDDED OR SEEDED AND IN OPERATION PRIOR TO,OR TOG#18005 1.UNLESS OTHERWISE SPECIFIED ON THE PLANS,OR DIRECTED BY THE CITY STABIUZATION.BY GROUND COVER BMPS SHALL OCCUR AT THE END SODDED IN CONJUNCTION WITH,ASPHALT PAVING.THE VEGETATION 13.ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET 16.THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND OF EACH WORK DAY. IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING HORIZONTAL CLEARANCE AND A MINIMUM OF 18 INCHES VERTICAL SEDIMENTATION CONTROL,DUST CONTROL,NOISE CONTROL,AND DRAWN BY: ENGINEER,CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.5% CROSS BEGINS. CLEARANCE FROM WATER LINES.SEE STANDARDS AND TRAFFIC CONTROL AS REQUIRED BY THE CITY OROTHER APPLICABLE AGENCIES. PAD SLOPES SHALL NOT BE LESS THAN 1%NOR.EXCEED 2% 14.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND ALTERNATIVES. 15.STORM WATER RETENTION CHECKED BY: 2.MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE /DETENTION FACILITIES,STORM 17.CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED 14.PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF REQUIREMENTS OF THE RIGHT-OF-WAY PERMIT OF THE CITY OR PAD CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR BY THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE ARLINGTON STANDARD AND WSDOT STANDARD SPECIFICATIONS.3/8INCH OTHER APPLICABLE AGENCY. PROJECT. THE DURATION OF THE PROJECT. MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED Y N WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT BEDDING.MATERIAL ALL PIPE SHALL BE LAID ON A PROPERLY 18.ALL IN-LINE PIPE JOINTS SHALL BE RESTRAINED WIT FIELD LOCK GASKETS. EXCEEDED. 15.MAINTENANCE AND REPAIR OF TESC FACILITIES AND 16.WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, PREPARED FOUNDATION.THIS SHALL INCLUDE NECESSARY LEVELING Q 3. P WA AT EXCEED STRUCTURES.SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION COMPACTION OF SOIL IS NOT ALLOWED,AS THE DESIGN IS BASED OF THE TRENCH.BOTTOM OR THE TOP OF THE FOUNDATION MATERIALS 19.ALL FITTINGS SHALL BE RESTRAINED JOINTS AND HAVE THRUST BLOCKING. 3 COMPLETED PE SIDEWALKS OR OTHER HARDSHAPE ELEMENTS T !2 - - - MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. AN NATURAL SOIL IN THE ORIGINAL LOCATION.VEHICLES SHALL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING U - NOT BE DRIVEN OVER THE INFILTRATION AREA DURING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE W --j CONTRA SHALL CONTRACTOR'S EXPENSE.REMOVED AND REPLACED BY THE CONTRACTOR AT THE 16.UPON COMPLETION OF THE PROJECT,ALL BMPS SHALL BE CONSTRUCTION. PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE. w J z REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMPS ARE LJJ m REQUIRED TO REMAIN IN PLACE FOR FURTHER PROTECTION, 17,IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL 15.THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE Z }-' a ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING CITY RIGHT-OF-WAY TO AT LEAST 90%MAXIMUM DRY DENSITY FROM Ur Q INSPECTOR. INFILTRATION SYSTEM INSTALLATION,THE CONTRACTOR SHALL THE BOTTOM OF THE TRENCH TO A DEPTH OF SBELOW THE cf) Z Tj NOTIFY THE CITY INSPECTOR. SURFACE. THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST 13 LJJ 17.THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN 95%MAXIMUM DENSITY WITHIN SOF THE SURFACE. ASPHALT MUST m AN UNDISTURBED STATE TO MAXIMUM EXTEND PRACTICABLE. BE COMPACTED.TO MEET THE REQUIREMENTS ON THE PLANS.. ALL ALL AREAS SUBJECT TO CLEARING AND GRADING THAT WILL NOT BE COMPACTION TESTS ARE AT THE DEVELOPERS EXPENSE. > Q z CONVERED BY IMPERVIOUS SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGEINEERED AS STRUCTURAL FILL OR - AS-BUILT DRAWING APPROVAL 3: m U z SLOPE SHALL,AT THE PROJECT COMPLETION,DEMONSTRATE THE LI.J REQUIREMENTS ESTABUSHED IN T5.13 OF THE 2014 SWMMWW,POST THIS PLAN SET HAS BEEN REVIEWED AND APPROVED O a CONSTRUCTION SOIL QUAUTY AND DEPTH. PER THE CONDITIONS ON THE TITLE SHEET. } `� BY: City Engineer,CITY OF ARLINGTON SHEET TITLE DATE: CITY CONSTRUCTION DRAWING APPROVAL STANDARD THIS PLAN SHEET HAS BEEN PER THE CONDITIONS ON THETITLE ED NSHEET. ROVED NOTES BY: /\^SSHEET NO. .City Engineer,CITY OF ARUNG V�■ V R DATE: THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 3/5/19 r--- AGUE SCREEN.TYPE A -.-,- - .-- I. _ _ - -:., - SCREEN TO BE OPAQUE FROM THE G4"UNC"U A FFIGhT(11 AI LA�i 6',YSTH M1fEM f:N AL ^-----^---- F --q- -- ---p-_- D.- I--. _-- -_-- - " ..J _OBSTRUCMUM TIIONS FROM_HF OPAQUE PORTION PORTIONF THE SCREEN MUST BE OPAQUE 20' • '" - _ - T�. TTM --D D----D D D- --D-- D I ApUE IN ALL SEASONS OF I I> THE YEAR, -INTERMITTENT NA'_OBSTRUCTIONS SHOULD NOT CONTAIN ANY COMPLETELY UNOBSTRUCTED SHOULD a .-..- STATE OF _-- -- V _. -_- -___ NOT CON-AN MY CON-VISUAL UNOBSTRUCTED OPENINGS MORE THAN 10'WIDE. _-.._- ___l._ ; _,-. /� WASHINGTON I PORTION OF IN TER41"FN"VI_$UAL OBSTRUCTIONS MAY CONTAIN DECIDUOUS PLANTS o J - I �_ PLANT SCHEDULE REGISTERED 1286 36' -_ RESTORE W/0_ _.- -. —————— ——— —J L T GRASS SO v -- -EpS77G{G P,ANTE ._._. _ _ _ __ _ _ caivall NAMES �, - „�... -_ - __. `.;-_ ___ _.._.- •�. a_ � LANDSCAPE ARCH _ TREES rasa �+ X k I WAILAN t.RE`ERTO ARC ii� Ex AS'DHAL ��X ��. � Y AKEMI CERTIFICATE NO,794 - i �o o -_ -_ _._ ACER cIRaNATUM EXPIRES 06/16/20 W MAKE s - \ � ♦ ACER RUBRUM'AUTUMN FLANS' B 5 ♦. ♦ ; L ♦�: 4. ; V%M AUTUMN FLAME MAPLE w __ �c ._ I ®♦ ` F. T�., .22 JUNIPER SNYROCKET 'n SKYHOCNET JUNIPER \ r�.. _-- —_ — —— 1 r iSCNONOSxII CRABMPLE • N~ \; LANES EVERY 10' TECRMANU SKI OSKIMM PUE CRABAPPLE ° (; ®— THUJA OCgOENTAUS {� �, I l � � I � { / \ I D •'sT"I3 ,! k2b, nReaRWiEA --- — — -- --- —_--I--- �, : 1' i� - F ' 129 `�.:. D ,;, EX.WALL TO STEET TREES MEASURED RI ABOK tliWND AND ME 2 E FROM B COLIPER. I,.I 4w ? 'T (`- /S ♦ Fyn+ O y, 11 ALL O1H IN D BALEEN O TREES MEAAMfO AS fEc-i ABOVE RODi BALL TO iJ ♦I D zsl,� �� 3 oNST�ucr D i, AU_S MIN,CALIPER O MEASURED REWIRED. 5 )- ♦ o. D� � v"y`� �i' EC 5 O �' v A V NG P OP. INS I ALL EKRGRTO THIS MEASURES FROM THE TOP a MOUND TO UPPER BRANCHES F, -.-- •- ,{ F RI - ALL TREES TO MEET SINGLEAMENICAN ASSOCIATION OF NU FORM.EN STANDARDS �1 ---Y �� I---� - -y�� : � C � `D�v�`�" �', ALL TREES i0 HAW SINGLE TRUNK AND MAig11NG FORM. w EGA, L —" - — —I 2 ,, I' II `) RKING 1 REECOVERAGE SHRUBS .. PROPOSED PARKING AREA= 10,4945E CMIEN FIC OMMON d' �NA�'!max I \ 0 SV1.IBa CCNMON NAME JJ ` REQUIRED SHADE AREA(20%MIN)=2OB9 SF PROVIDED SHADE AREA= 3397 SF ELONNU ETAENALD IN COLDMER ALD IN COLD' Wx1EAC g x - PROPOSED TREE N Qo MAHONIA AOUIFULIUM m ♦ /-(15'RAD.FOR TALL OREGON GRAPE F, _ HANOINA COMPACTA I ,„ � FENCE caMvaci HEAVENLY BALIBDD I TREE SFAJE e _ ;✓ PNUS—HO PUMHO a .DWARF MUGHO PA P, "PAREI STALL TR_E SHADE AREA -, _`1 © Q POTFN O 11 OPAO ABBO W FO.- UE SCREEN,TYPE A -- ono wmEN LAURLL 7 y PER ARCH.PLANS s �I COTOL NE I EFFsus oim'.umEN +. f '.. ( EX.CONC.BLOCK. RxooaDExDRau(mmmm) M WALL AND FENCE:REFERITO. RC I -WALL TO BE REBUILT _ RxaoaDExDRcw W a a NOTE:DIMENSIONS SHOO ARE NOT FOR CONSTRUCTION - FOR DETAILS P'' PER CIVIL DESIGN -- RISES SENCIINEUM PURPOSES.F�1R PERMIT PURPOSES ONLY. __I ® RED FLOWERING CURRANT 7 s FENCE CONTINUES RDSA PAVEMENT ALONG PROPERTY LINE .. PAVEMENT ROSE(MITE) v 8 ♦ '� I ," REFER TO SITE PLAN., ®— SPIRFA LITTLE Pwxas' g UNFREE PRINCESS SPIREA I►� ¢ BUILDING C BUILDING B — - - - �E NINE N IN 'WINE N ROSES o N _ ROSES CARCNOL SHRUB ; GROUNDCOVER/GRASSES/PERENNIAlNES U • I 1 a -i J�`_'_`' �> t.: WENTFIC NNE W o { I I SWMBOL COMMON NAME I 1 I HEUOMR E 0IN SERMPERWRFNS z N n SCANTHUS'YAW"IW MI r1, 5 `Sry �C� I DWARF MAIDEN CRASS r F�rl RS AR LUA N°Rfl'R'SND EWRO I1�1! �, ♦!:. , EVERGREEN CLEMAN$ n L._. __. _..._ _-.. _-_ -.-__ __. - -- -__ ___. -__. o I I .. FRAGPRI LPSi CK T a LIPOICK BARREN STRAAFERRY _ a 126 12S - SPIN OREOG D �' 3 CREEPING OREGON ORME I PROJECT NO. TOG#18005 LILI I _ �� -`�+ —{I—' _ NDI DRAWN BY. GRO„NJCO R LCJ'. .'S ARE APPROMMATE ONLY.IT IS ME I � I I II I o REPONA_A Y OF H`CONTRACTOR TO WRITS SQUARE FOOTAGE AND ARS ouANaF � GROJVDCDR IS NOT R.CJREO REc NS p UNDERNEATH 9RUB--- - CHECK ED BY. 25 L ARS 29 ' al 128 UJ co INg 0 E__ -.._ - D III - Z r tLLJ ' m F— w co LL I I Q $� W a O - MP 10'S9'10" Plan Review By SAFEbUIIt SHEET TITLE LANDSCAPE PLANTING PLAN CONSTRUCTION DRAWING APPROVAL LANDSCAPE GRAPHIC SCALE THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED PLANTING PER THE CONDITIONS ON THE TITLE SHEET. PLAN �—y BY: SHEET NO. (IN FEET) ity Engineer,CI OF ARLINGTON 1 IDGN= 30 fL DATE: L 1.1 - IS APPROVAL VALID FOR 18 MONTHS PLANT SCHEDULE_ NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 3/s/te dd�na TREES SCIENTIFIC NAME YMBOL DECIDUOUS COMMON NAME QUANTITY SIZE(MIN.) SPACING(MAX,) NOTES STATE OF A001BALL.FASTEN AN LOCCHAIN LLOOH MEDE EF ACER CIRCIHATUM 4 1 1/2"CAL.(MIN.) AS SHOWN MATCHING FORM,SINGLE TRUNK TO 18"MIN. REGISTERED TIES, STAKE MAY NOT TOUCH TREE NNE MAPLE REGISTERED LANDSCAPE ARCHITECT TRUNK. STAKE HEIGHT MUST BE AT LEAST MATCHING FORM,SINGLE TRUNK, 5'FROM FINISHED GRADE. ♦ ACER RUBRUM'AUTUMN FLAME' 15 1 1/2"CAL.(MIN.) AS SHOWN �/ �" AUTUMN FLAME MAPLE LOWEST BRANCHES MIN,5'OFF GROUND //{'n_.,. �,//,,,>_ BET TREE STRAIGHT AND PLACE IVM.R'M AA^^//" Wow—_ OROOONNACOMPACTED SAG%FIILL� JUNIPER SKYROCKET 8 5'-6'TALL AS SHOWN(MAX.) FULL,STRONGLY UPRIGHT SKYROCKET JUNIPER AKEMI IYAE SAKAIDA CERTIFICATE NO.794 PLACE 2'OF BARK MULCH IN sauGER To MALUS TCHONOSKII CRABAPPLE 10 1 1/2"CAL. 20' FULL,STRONGLY UPRIGHT EXPIRES OB 8 0 WITHIN 3'OF THE TRUNK, NO PLANTING FULL LL PLANTING HOLE I/2 TSCHONOSKII CRABAPPLE " 3'DIAMETER MIN. FULL Mm NATIVE SOIL REMOVED OF DEBRULUZE TAMP SOIL A REMOVE OF BURLAP OR PULL BACK TOP STARVE ROOCUT A WATER THUJA OCC DENTAL S 10 PavnON of BURLAP FROM ROOTBUL maRouOnLr cur AWAY STRING 5'-8'TALL AS SHOWN(MAX.) FULL,STRONGLY UPRIGHT m PRIM TO PLACEMENT IN PLANTING PIT. AND BURLAP. IF IN ARE BE i SHRUB STRAIGHT AND PLACE ROOmALL ON SOLID ARBDRVIEA � BASKET REMOVE COMPLETELY, GROUND OR ON COMPACTED BACKFlLL. BE CAREFUL NOT TO DAMAGE f7 AOpi&BACKFlLL REMAINING SACKnLL PLANTING HOLE 1/2 FULL`Mm NATIVE SOIL, PLANTING HOLE WTH A MIXTURE TAMP SOIL TO STABILIZE ROOTBALL WATER THOROUGHLY, FOAM 5'HT.WATER OIL NOTE: AROUND TREE w1m SOIL TO OF APPROVED TOPSOIL AND 00 NOT DISTURB G PLANTING T UNLESS WINROOMOUND. HDLD WATER. NATIVE smI. AMEND BACKFlLL BACKnLL REMAINING PLANING HOLEML wm END - SLEET TREES MEASURED E ABOVE GROUND AND ARE 2 'MINIMUM CALIPER. As NOTED xH LANDSCAPE NOTES Avv6ovED TOPSOIL AND NAIVE SOIL AMEND BACKFlLL ALL OTHER DEDIW WS TREES MEASURED 4,5 FEET ABOVE ROOT BALL TO AS NOTED IN THE INSTALLATION NOTE& VERIFY MIN.CALIPER OF 1 REWIRED. FINISH GRADE. MULCx 2"DEEP ALL _ ALL EVERGREEN TREES MEASURED FROM THE TOP OF GROUND TO UPPER BRANCHES, PUNTING BEDS ALL TREES TO MEET AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS. FINISH GRADE ALL TREES TO HAVE SINGLE TRUNK AND MATCHING FORM. HOLE SIDE OF PLANTING I HOLE. MAKES SURE HOLE HAS J OCW DRAINAGE. ]III III HOLE HAS GOOD DRAINAGE. III -, EXISTING NATIVE SOIL OR NEWLY --('-'1( 'TT _ - EXISTING NATIVE SOIL, PLACED TOPSOIL — -G=I,I' - I, 1 ;IIi _ SHRUBS SCIENTIFIC NAME 3 TIMES SYMBOL COMMON NAME QUANTITY SIZE MIN.) SPACING(MAX.) NOTES ROOT BALL DIAMETER 2 IME6 OO EUONYMUS'EMERALD N GOLD' 4 2 GALLON AS SHOWN FULL,WELL SHAPED TREE PLANTING DETAIL QCOWAXI A`§HRUB PLANTING DETAIL EMERALD IN GOLD WINTERCREEPER L1.2 SCALE: N.T.S. U.2 SCALE: N.T.S. QQ MAHONIA AQUIFOLIUM 6 1 GALLON AS SHOWN NLL,WELL SHAPED TALL OREGON GRAPE ® NANDINA COMPACTA 82 3GALLON AS SHOWN FULL,WELL SHAPED COMPACT HEAVENLY BAMBOO PINUS MUGHO PUMIUCT 55 2 GALLON AS SHOWN MULTI-STEM,FULL DWARF MUGHO PINE Imo. 1 PLANT GROUNDCOVERS V BARK MULCH A A MULCH 2'DEEP ALL ABOVE FINISH GRADE O POTENTILLA ABBOTSWOOD 53 2 GALLON AS SHOWN MULTI-STEM,FULL I 4 / \ PLANTING BED PRIOR i0 SPREADING ABBOTSWOOD CINQUEFOIL Cc AREAS. MULCH EDGE OF BED ."� FINISH GRADE PRUNUS LAUROCERASUS'OTTO LUYKEN' 10 2 GALLON AS SHOWN FULL,HEALTHY FOLIAGE,STRONG TOPSOIL:SEE LANDSCAPE PRUNUS LUYKEN LAUREL NOTES FOR �SPECJFlCATC O RHODODENDRON(medium) 6 5 GALLON AS SHOWN NICE FOLIAGE,MULP STEMS V •i 1%SPACING RHODODENDRON 17 3 b• EXISTING NATIVE SOIL OR NEWLY PLACED TOPSOIL RIBES SANGUINEUM 7 5 GALLON AS SHOWN BUSHY,FULL w$ CURB OR ® RED FLOWERING CURRANT STRUCTURE ROSA PAVEMENT NOTE: SPACING TO BE TRIANGULAR PER O 1p 3 GALLON AS SHOWN FULL,BUSHY,WELL SHAPED � O ^,1 � •S DISTANCE SHOWN ON PLANT SCHEDULE PAVEMENT ROSE(WHITE) c b 3- PIREA'LITTLE PRINCESS' O S 2 GALLON AS SHOWN FULL,BUSHY 52 L, �GROUNDCOVER SPACING GROUNDCOVER PLANTING DETAIL ® LITTLE PRINCESS SPIREA '2 SCALE: N.T.S. L1.2 SCALE: N.T.S. WEIGEUA'W1NE N ROSES' 16 2 GALLON AS SHOWN FULL,NICE SHAPE,UNIFORM V z $ WINE N ROSES CARDINAL SHRUB z GROUNDCOVER/GRASSES/PERENNIALS/VINES (4 COMM NAME LANDSCAPE NOTES EW A a SYMBOL COMMON NAME .QUANTITY OR SF 512E(MIN.) SPACING(MAX.) NOTES GENERAL: QQ ROC SERMPERMRENS 54 1 GALLON 24"TRIANGULAR NOT TRIMMED DOWN BLUE GRASS BLUE OAT GRASS ., • UTILITY LOCATION: DETERMINE ALL ABOVE GRADE AND UNDERGROUND UTILITIES ® MISCANTHUS'YAKU JIMA'DWARF MAIDEN GRASS 63 1 GALLON 24'TRIANGULAR FULL::NOT TRIMMED DOWN ' BEFORE COMMENCING WORK. ALL WORK TO BE COMPLETED TO AVOID ANY DAMAGE. THIS IS THE RESPONSIBILITY OF THE CONTRACTOR. © CLEMATIS CLEMATIS CONTRACTOR TO TRAIN TO TRELLIS ARMANDII'SNOWDRIFY 16 2 GALLON 10' WELL ROOTED.MULTI STEMS, EVERGREEN ' 1, ALL EXISTING VEGETATION AREAS TO RECEIVE NEW LANDSCAPE SHALL BE CLEARED ' AND GRUBBED FROM THE SITE PRIOR TO COMMENCEMENT OF LANDSCAPE WORK. ® LONICERA HENRY] 6 2 GALLON 10, WELL ROOTED.MULTI STEMS, HONEYSUCKLE CONTRACTOR TO TRAIN TO TRELLIS 2.SUBGRADES FOR ALL PLANTING BED AREAS SHALL BE 6"MINIMUM BELOW FINISH PROJECT NO. ELEVATION. ALL PLANTING BEDS TO HAVE POSITIVE DRAINAGE.MINIMUM 3X. r -"-'�"'-'- FRAGARIA'LIPSTICK' 1014 SF 4'POTS 18"TRIANGULAR FULL,MULTI STEMMED,HEALTHY LIPSTICK BARREN STRAWBERRY TDG#18005 3.ALL PLANTING BEDS TO BE NON-COMPACTED TO A DEPTH OF 18"PRIOR TO DRAWN BY: PLANTING. GERANIUM'AUBA' 2690 SF 1 GALLON 24'TRIANGULAR FULL,BUSHY,MULTI-STEM WHITE HARDY GERANIUM ARS 4.EXISTING CLAY OR SANDY SOILS SHALL BE AUGMENTED WITH ORGANIC SUPPLEMENTS. CHECKED BY: SOIL ANALYSIS MAY BE REQUIRED. �1 MAHONIA REPENS 535 SF 1 GALLON 30"TRIANGULAR FULL,NICE FOLIAGE 5.CONTRACTOR SHALL GUARANTEE PLANTS AND GRASS FOR A MINIMUM OF ONE YEAR J{ CREEPING OREGON GRAPE ARS AFTER APPROVED COMPLETION. 6.IMMEDIATELY NOTIFY ERRAFORMA DESIGN GROUP OF ANY ADVERSE CONDITIONS OR CONFLICTS WHICH MAY AFFECT HEALTH OF PLANT MATERIAL. NOTE: -GROUNDCOVER CALCULATIONS ARE APPROXIMATE ONLY, IT IS THE 3 RESPONSIBILITY OF THE CONTRACTOR TO VERIFY SQUARE FOOTAGE AND U - QUANTITY. (n J o PLANTING BEDS; -GROUNDCOVER IS NOT REWIRED IN TREE WELLS OR UNDERNEATH SHRUBS. Cn SCREEN TREWS'.REFER TO STE w W PLAN/ARC,FOR DETAILS bF, 1. PLANTING BEDS TO HAVE A MINIMUM OF 6"OF APPROVED THREE WAY Z WNES:PLACED 10'ALONG SCREEN. TOPSOIL,12"AT AREAS WITH TREES.DEPTH OF SOIL IS DETERMINED AFTER CONTRACTOR TO PPOWDE WOW SETTLING HAS OCCURED.BEDS TO BE NONCOMPACTED TO A DEPTH OF 18". U) Z STAKES TO SUPPORT VINE ONTO TRELLIS. It TIE DINE ONTO STAKES AND TREWS MR PLANTING BEDS TO HAVE MORE SOIL IF NECESSARY TO BE FLUSH WITH CURB, UJ SUPPORT. SIDEWALK OR OTHER PAVED SURFACE, ALL PLANTING BEDS TO HAVE POSITIVE m DRAINAGE. CONCRETE WALL:REFER TO Slit P`AN/ARcHT FOR DETAILS IRRIGATION ITEG 2. CONTRACTOR TO VERIFY PLANT QUANTITIES AND SQUARE FOOTAGE.NOTIFY Q m ERRAFORMA DESIGN GROUP IF THERE IS A DISCREPANCY. � 3. ALL PLANT MATERIAL TO BE WELL BRANCHED,FREE FROM DISEASE OR 1,IRRIGATION SYSTEM REQUIRED. ERRAFORMA WILL PROMDE AN IRRIGATION W i DESIGN,UNLESS NOTED OTHERWISE. O PEST,AND HAVE A WELL DEVELOPED ROOT SYSTEM. ALL MATERIAL TO MEET A� AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS. 2.IRRIGATION IS TO CONFORM WITH AGENCY STANDARDS. 4 PLANTFERTILIZE ALL MANUFACTURERS RA ES MATERIAL WITH SLOW RELEASE fERTIZER PER 3.FOLLOW WRITTEN SPECIFICATIONS FOR WIRE SIZE,HEAD TYPE,CONTROLLER, Plan Revi' W RAIN SENSOR,ETC. A SEPARATE IRRIGATION METER IS TO BE PROVIDED. R CJ�(-�CJUIEY RDEwALK 5,PLANT MATERIAL PLANED TO BE SAME AS OR NO MORE THAN 1"HIGHER CONTROLLER TO BE IN SPRINKLER RISER AREA. -IT_I-ID-ID—ID-m-m- -m-_-ID-ID- m�mll'mu'mu'm'i'III�ID`L PABKIxG THAN CURRENT GROWTH RATE AT FINISH GRADE. SHEET TITLE ID mL�IDm �_ _m III-w ID-ID-III-III- —IDE-- 6.WATER PLANTS THOROUGHLY DURING PLANTING AND IMMEDIATELY FOLLOWING. SITE CONSTRUCTION: LANDSCAPE m ID RiII_mmmmID—T_ —m—m-m—m�ID ID— ID—III IlI m—II I—m— —_ --III— IIl— �111-m-m-IDIII-III-II]-ID-ID- - -J-Q-ID-1ii-IDm WATER HEAVILY AT FIRST,3 TIMES PER WEEK,AND LESS ONCE ESTABLISHED. 1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY AND m T,IDmIDmIDm T Vim_ - CONSTRUCTION DRAWING APPROVAL LOCATE AND EXISTING OR PROPOSED UTILITIES, ANY DAMAGE LEGEND 7. ORGANIC MEDIUM MULCH TO BE A MINIMUM OF 2"DEPTH IN ALL PLANTING DONE BY NOT LOCATING,IS THE RESPONSIBILITY OF THE BEDS. CONTRACTOR. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED T ES` ^ 8.STAKES TO BE COMPLETELY REMOVED BY CONTRACTOR PRIOR TO 1 YEAR. 2.REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING,DRAINAGE, PER THE CONDITIONS ON THE TITLE SHEET. & NO I ( , SCREENING CHECK QUARTERLY FOR DAMAGE OR ADJUSTMENTS NEEDED. AND UTILITY DESIGN, UTILITIES SHOWN ON DRAWING ARE Li 2 SCHEMATIC ONLY. BY: SHEET NO. SCALE: N.T.S. 9.APPLY PAEEMERGENT TO MULCH IN PLANTING BEDS. WEEDS OCCUR WITHIN f y Engineer, I 0 RLI YEAR,LANDSCAPER SHALL RETURN TO REMOVE WEEDSS AT NO COST. 3.EROSION CONTROL SHALL BE PROVIDED DURING CONSTRUCTION PER CIVIL PLANS. DATE: L1.2 THISAL VALID FOR 18 MONTHS LEGAL DESCRIPTION: SR 530 �p HIGHLAND DR. 13E9INNIN6 AT THE NORTHWE5T CORNER Of`SECTION 14,TOWNSHIP 31 NORTH, RANGE 5 EAST,W.M.,RECORDS OF SNOHOMISH COUNTY,WA51-1I146TON; p4' THENCE SOUTH 0*20' WEST ALONG THE WEST LINE OF SUBPIV1510N T58 FEET TO THE TRUE POINT OF BEGINNING; 204TH STREET THENCE EAST 300 FEET; THENCE SOUTH 260 FEET; z THENCE WEST 300 FEET TO THE WEST LINE OF SAID SUBDIVISION; THENCE NORTH 0*20' EAST ALONG SAID WEST LINE 260 FEET TO THE 19M PL NE POINT OF 5E6INNIN5; d+ EXCEPT PORTION LYING WITHIN.COUNTY ROAD ON THE WEST. 197TH ST SITE n A-2 TO6ETHER WITH THAT PORTION OF THE SOUTHWEST QUARTER OF THE i NORTHWEST QUARTER OF SECTION 14,TOWNSHIP 31 NORTH,RANGE 5 EAST, - w W.M.,IN 5NOHOM15H COUNT(,WASHINGTON,DESCRIBED AS FOLLOWS: BEGINNIN6 AT THE SOUTHWE5T CORNER OF SAID SOUTHWEST QUARTER OF < "' THE NORTHWEST QUARTER; Z THENCE NORTH 0°0533" EAST ALONG THE WEST LINE THEREOF FOR 1020 FEET TO THE TRUE POINT OF BEGINNING; Z x ARLINGTON THENCE CONTINUE NORTH 0°0533"EAST A]-ON6 THE WEST LINE THEREOF w 188TH ST 268.36 FEET TO THE NORTHWEST CORNER OF SAID SOUTHWEST QUARTER MUNICIPALAIRPORT OF THE NORTHWEST QUARTER; THENCE SOUTH 8q°I2'34"EAST ALONG THE NORTH LINE OF SAID SOUTHWEST x QUARTER OF THE NORTHWEST QUARTER 38q.3 FEET, MORE OR LESS, TO a THE WEST LINE OF THE NORTHERN PACIFIC RAILROAD RIGHT-OF-WAY; z THENCE SOUTH 10°04'13"WEST ALONG WEST LINE OF SAID RAILROAD RIGHT-OF-WAY 2T1.68 FEET,MORE OR LESS,TO A POINT OF INTERSECTION OF SAID WEST LINE WITH A LINE EXTENDED AT A g0°ANGLE WITH THE 172ND ST. WEST LINE OF SAID SOUTHWEST.QUARTER OF THE NORTHWEST QUARTER NE (SR 531) FROM THE TRUE POINT OF BEGINNING; THENCE WE5T 346 FEET,MORE OR LESS,ALONG SAID EXTENDED LINE TO VICINITY MAP THE TRUE POINT OF BEGINNING. SCALE:1"-2000' A-5 T06ETHER WITH BE6INNIN6 AT A POINT -156 FEET SOUTH OF THE NORTHWE5T CORNER OF THE NORTHWEST QUARTER OF THE NORTHIIE5T QUARTER OF SECTION 14, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., RECORDS OF SNOHOMISH COUNTY,WASHINOTON; THENCE EAST 250 FEET; THENCE NORTH 25'i FEET; THENCE EAST TO THE WEST LINE OF THE NORTHERN PACIFIC RAILWAY R16HT-OF-WAY; THENCE SOUTHERLY ALONG SAID WEST LINE OF RAILWAY RIGHT-OF-WAY TO THE SOUTH LINE OF THE SAID NORTHWEST QUARTER OF THE NORTHWEST QUARTER; THENCE WEST TO THE SOUTHWEST CORNER OF SAID NORTHWEST QUARTER OF THE NORTHWEST QUARTER; THENCE NORTH TO THE POINT OF 13E6INNIN6; EXCEPT THE NORTH 260 FEET OF THE WE5T 500 FEET THEREOF, SAID EXCEPTION MORE PARTICULARLY DESCRIBED AS FOLLOWS: SITE ADDRE56 BEGINNING AT A POINT T58 FEET SOUTH OF THE NORTHWEST CORNER OF 20015 6-IT14 AVE NE SECTION 14,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.; ARLIN&TON,WA g8223-8"I56 THENCE EAST 300 FEET; THENCE SOUTH 260 FEET; TAX AGGOUNT NUMBER THENCE WEST 500 FEET; THENCE NORTH 260 FEET TO THE POINT OF BE6INNIN6; EXISTI00ZONINS BXIsnNs ZONINe AL50 EXCEPT COUNT(ROAR 61-GENERAL INDUSTRIAL TOGETHER WITH THE NORTH 118.0 FEET OF THE SOUTH 1020 FEET OF THAT SEWER-CITY OF ARLIN6TON PORTION OF THE SOUTHWEST QUARTER OF THE NORTHWEST QUARTER OF WATER-CITY OF ARLIN6TON SECTION 14,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.,LYING WEST OF THE NORTHERN PACIFIC RAILROAD RIGHT-OF-WAY; POWER-SNOHOMISH COUNTY PAID.NO.I EXCEPT COUNTY ROAD. `+ I. SUBDIVISION AND BOUNDARY SOLUTION PER RECORD OF SURVEY A.P.N.20150408500I. - 2. SANITARY SEWER INFORMATION PER.CITY OF ARLINSTON AS-BUILTS. Plan Review By SAFEbuilt REV.03-15M 5/IT/18 A. A N D E S 1523 TENTH ST, SITE MAF MARYSVILLE, WA 98270 FOR LAND SURVEYING,P.S. PHONE: 360-659-6639 naez GAYTEWAY BUSINESS PARK BUILDING G LRID BY: JSM JOB DATA: 3105-14.Oq A PORTION OF N.W.I/4<S.W.1/4 2018,05 SECTION 14,TOW45HIP 31 NORTH,RANGE 05 EAST,W.M. G� .IRA [6BPI6201 FIELD HOOK:FILE.. 5NOHOM15H COUNTY,STATE OF WA5HIN5TON —1—S—115 DATE: 4/21/18 3105-14Dq saytewoy S-IT-18 S V i MATCH-LINE _4- _ LA:`;. -MATCH LINE - - - - - - - - -MATCH LINE- I- - - - - - - - - - - - - - - - - - - - - - - - - j RIM=132.61'CB RIM-132.59 I �+, T-_7,_.,, I-ARGEL A2 <' CB RIM=131.73' af 1 z U Z I U aQ 20 0 20 CB Z RIM=133.50' I �' -t3>' TELEPHONE SOLE \\` CONTOUR INTERVAL I FOOT 1 CB RIM=133.52 ., .,'� SSMH 1672- I ._I 4 q;PNAI:'f - BA515 OF BEARING _ 1 � �� -" -�-- NORTH LINE OF THE N.W.I/4 N.W.I/4 SECTION 14 RIM=134.19. I : ,;..:� .,�. ,;. —_� IE(S)=126 71'(12") `' t7 — — /-- — — — --- — — — -,`�_ / PER RECORD OF SURVEY 2015040a5001 IE.(N)=126 61'(12„) ( — —�; — �' — — — — — — — — -•_. \ ' FLOWS NORTH — � VERTICAL DATUM-NAV 0.AA CP29-02;MGAWA I C a,\ SSMH Ibl3 AS SHOWN HEREON PER CITY OF N 431881.686 '� 77 � / ARLIN6TON SANITARY SEWER A5-BUILT5. E 1321454.696 I V"' LII ELEV: 133.97 I : \/ •:~�� -_ r"`�;.,•� ._._ HORIzoNTAL DATUM-NADas/yI 20 ROADWAY EASEMENT / RECORD OF SURVEY 2015040L35001 MIC I '. `,� / �. '-_ A P.N 1827691' I „_... �I , /. f. N 431875.196 `1 �� 80 GATE POST E 1321479.i51 " � I ELEV: 133.69 FOUND 1 3/4" BRASS CAP W/ PUNCH 0.5' BELOW GRADE, IN CASE (4/2018) I iv ^ ASPHFI P�R�iEL. _I ELEV=133.69' I �/ I n _w a / c PRQ,IECT BENCHMARK I II z RAILROAD ?( SSMH 1673 \ I I, SIGINAL CP27-01;CNWA HUEY RIM=134.68' N 431800.543 IE(S)=127.34'(12") IE.__. , '';:�' 35 / E 1321889.342 IE(N)=127.34'(12") I / / / ELEV: 136.30 FLOWS NORTH IRRIGATION CONTROL BOX 20 ROADWAY EASEMENT` — _ + RIM=134.55 I I o -, _' _-�. t37 ..: _ 297.08' :TELEPHONE CB (SOLID LID) 87"56- JUNCTION BOX �- RIM=134.75' CB '.RIM=134.54' I I �-10' ROWER EASLM END '� TELEPHONE A.F.N.8804290086 E OEBLOCKWALL ECO-BLOCK WALL MANHOLE O / I I TREE DRIP LINE (INCLUDES 5- CEDARS (8"0-15"0 I I ) ' I go.o• ' �(TMP)LINE MARKER Plan Review By SAFEbu'slt FND MON IN CASE REV.03 J5M 5/I1/I5 RECORD OF SURVEY A.F.N. 201504085001 ER. 16 / - _ w4o�;'..,, A N D E S 1523 TENTH ST, SITE M?P 14 UNDERGROUND UTILITY LOCATIONS SHOWN HEREON ARE BASED UPON �« MARYSVILLE, WA 98270 FOR SURFACE INDICATORS.NO UNDERGROUND LOCATE SERVICE WA5 UTILIZED LAND SURVEYING,P.S. PHONE 360-659-6639 FOR THEIR LOCATION.THE USE OF THIS MAP FOR THEIR EXACT LOCATION 6AYTEWAY BUSINESS PARK q 17382 IS NOT WARRANTED. PRIOR TO CONSTRUCTION OR FURTHER SITE DESIGN •oreraaa BUILDING G USER SHOULD GALL THE UTILITY LOGATE SERVICE AT 1-a00-424-5555 �amtt LnN� DRAWN BY: JSM JOB DATA: 5105-14.04 A PORTION OF N.W.1/4 4 5.1,.1/4 4a HOURS BEFORE CONSTRUCTION. 201H05 �7 JRA [6BPI6201 FIELD BOOK,FILE SECTION TOWNSHIP 31 NORTH,RANGE EAST,W.M. I-5- DATE: 4/2l/I,5 5105-14.09"tewoy 5-1-1-1a SNOHOMISH COUNTY,STATE OF WASHIHIN6TON S 22 MATCH LINE f I -� MATCH LINE —t - - j MATCH LINE UNKNOWN UTILITY J PVC PIPE 4- VERTICAL & ELBOW j TOP OF PIPE=130.81' � 1 — — — — — — — — — CB (NO CASTING OR.GRATE) / TOP OF STRUCTURE 131 2' / CP CNWA HUEY IE(N)=130.1(8 PVC) N 432449.175 E(E)=130.1'(8"ABS) ' E 1322022.572 / ELEV: 131.56 II I CB 32 \ BROKEN NO LID I I z i TOP OF STRUCTURE-128.25' 111 III RIM=1303B CB RIM-130.38' RIM=131.23 / I CON[ROL VALVE �. Tr - //�2„ Cl PIPE 7_.5' ABOVE GRADE UNDERGROUND _� f VAULT I FARGEL A5 I I .ASPHALT / LLI CP29-01 MGAWA N 432267.786 E 12198 321987. 00900 t ELEV: 133.67 I _ 1 CB R M 131.42' 1 / HOSE BIB CB 'i -'(I ti \-. j -� l 20 0 20 RIM-132.36 Scale 1" = 20' L I _ _ CONTOUR INTERVAL = I FOOT CB RIM=130.91' SSMH 1671- I // w y. ASPHALT N l„ MATCH LIN - i MATCH LINE - ' MATCH LINE - - �- T - - - - - - - - - - - - -- - REV.03 6M 5/Il/18 uNDERSRout�D urlurr NOTE 1 'R° 2 A N D E S 1523 TENTH ST, SITE MAF UNDER6ROUND UTILITY LOCATIONS 5HOWN HEREON ARE BASED UPON MARYSVILLE, WA 98270 FOR SURFACE INDICATORS.NO UNDERGROUND LOCATE SERVICE WAS UTILIZED LAND SURVEYING,P.S. PHONE; 360-659-6639 FOR THEIR LOCATION.THE L15E OF THIS MAP FOR THEIR EXACT LOCATION OAYTE14AY BUSINESS PARK o nasz o 15 NOT WARRANTED. PRIOR TO CONSTRUCTION OR FURTHER SITE DESIGN ra�e}ss6 BUILDING C U5ER SHOULD CALL THE UTILITY LOCATE SERVICE AT 1-&00-424-5555 Lnc� DRAWN BY, J5M JOB DATA: 5105-14.0-1 A PORTION OF NA.114 S SkLI/4 4B HOUR5 BEFORE CONSTRUCTION. 201805 SECTION 14,TOWNSHIP 31 NORTH,RANGE 05 EAST,W.M. JRA [613P]6201 FIELD BOOK:FILE 5140HOMISH A COUNTY,STATE OF WASHINSTON C\/3 DATE: 4/2-1/18 3105-149 6aoway 5-n-18 S7 V 10 11 �---- - — — — _- — BASIS OF BEARING 15 14 — — — —N 88 3T33"W—2610.71' - — RECORD.OF SURVEY A.F.N. 201504085001 SNOHOMISH COUNTY 3105J17 (WCCS 3335) 14 HELD FOR NAD83/91 POSITION I RECORD OF SURVEY SNOHOMISH COUNTY 3105J79 A.F.N.201504085001 (WCCS 3352) HELD FOR NAD83/91 POSITION I RECORD OF SURVEY I A.F.N.201504085001 I - I I � 1 II _ BUILDING RIM=122.58' CB CD CONCRETE s i I % RIM 123.48' ° PAD \ 1 �- 8"5 GATE PAST O ASPHALT ECO BLOCK WALL � RIM=123.7U CB ECO BLOCK 1 u �Vk� ' I hIM=12F..29' WALL �� I N 88'19'12".W o I 1 � 200 00' — —— I— ._ P.SP',ALr tip/ CP29 03;MAGAWA N 432679.401 E 1321528.249 ELEV: 124.41 PA //� SSMH 1669 ^ 5 �'2S �: �.. _' ^\ PARCEL !"Z3 ' ! FLOWS NORTH cB RIM=125.26' i° �� CB RIM-1 25.84 CB ROCK WAIL R!M=125.84'— \ ,' .� ,, SSMH 1669 w+ RIM-125.82' ABANDONED SSMH 1670 RIM=126.89' IE(S)=119.94,(12") IE(N) 119.84'(12") FLOWS NW it \ o �✓ 1 \ �/ \ / �._CB . UNKNOWN UTILITY I \ / �� BROKEN TOP NU K TOP OF 36"0 STEEL STRUCTURE 1("IPE.REMOVED) r �\ REMOVED) -0ONTROL VALVE PARGEL Al 8"GI PIPE 4.0' ABOVE GRADE W UNKNOWN UTILITY z TOP OF 72 0 STEEL STRUCTURE \ Ld \ 1 CP45-01;RBC I, I RRIGA lON —_._ I i I UNK'JOWN UTILITY \'ro �- '12g- \� +N 432514.815 i CONTROL Box K } ' I 4 I I _ti / E 1322027.70 iy , i OP f 8 m STEEL STRUCTURE "J I / I ELEV: 130.75 CB s , RIM 128.78' I UNKNOWN UTILII Y_.•-�.. I _ TOP OF 72"6 STEEL STRUCTURE i � VI /.. ^\ / I / =. a NIDr CONCRETE. 5.. //. r,Ay STOP MATCH LINE EO MATCH LINE i MATCH LINE Plan Review By SAPPbuilt REV.03-ISM 5/1-1/15 R. 4OUND UTILITY NOTE 20 0 20 b�.16E �O°'V"A'°`� A N D E S 1523 TENTH ST, SITE MAP UNDERGROUND UTILITY LOCATIONS 5HOWN HEREON ARE BA59D UPON MARYSVILLE, WA 98270 FOR SURFACE INDICATORS.NO UNDERGROUND LOCATE SERVICE WAS UTILIZED LAND SURVEYING,P.S. PHONE. 360-659-6639 �jAYTEwAY BUSIN�55 PARK FOR THEIR LOCATION.THE USE OF THIS MAP FOR THEIR EXACT LOCATION 15 NOT WARRANTED. PRIOR TO CONSTRUCTION OR FURTHER 51TE DE516N SGGl1e 1 n = 20' arouse+ BUILDING G USER SHOULD GALL THE UTILITY LOCATE SERVICE AT 1-500-424-5555 CONTOUR INTERVAL= I FOOT AV DRAWN BY: J5M JOB DATA: 3105-14.09 A PORTION OF N.W.1/4 4 5.W.1/4 45 HOURS BEFORE CONSTRUCTION. 201805 SECTION 14,TOWN544IP 31 NORTH,RANGE 05 EAST,W.M. CHECKED: -IRA [60P16201 FIELD BOOK:FILE SNOHOMISH COUNTY,STATE OF NASHINOTON -7—5—1� DATE: 4/27 3I05-14.09 Caytewoy 5-IT-IS SV4 GENERAL NOTES: 1. ALL PARKING STALLS ARE 9'-0`z 19'-(f D.D.N. GAYTEWAY 2. All SIDEWALKS ARE 5'-0'WIDE CONCRETE WITH BROOM FINISH&5'-Cr D.C. BUSINESS PARK SCORING PATTERN WITH MAX 1:20 SLOPE&1:48 CROSS SLOPE,U.O.N. 3. SEE CIVIL DRAWINGS FOR LOCATIONS OF CAST-IN-PLACE CURBS AND EXTRUDED CURBS. LLC 4. SEE CIVIL DRAWINGS FOR AREAS Of STANDARD AND HEAVY PAVING SECTIONS. 5. ALL CONCRETE MONUMENT SIGNAGE IS UNDER SEPARATE SIGNAGE PERMIT. 6. .SEE ARCHITECTURAL SHEET AO.3 FOR SITE DETAILS. 7. PROVIDE DELECTABLE WARNING TEXTURE PER CODE ON ALL SIDEWALK RAMPS AND CURB RAMPS. 8. COMPLY WITH IBC CHAPTER 11 BARRIER FREE REQUIREMENTS. NELSON Nelco Architecture,Inc. LEGEND' -a licensed affiliateof Nelson Worldwide,LLC - ACCESSIBLE ROUTE TO THE PUBLIC WAY a r<IN t' .<t s 40 MINIMUM YARD(NO BUILD)PER IBC Suite`1300 venue so72z2.1. Seattle.WA 98101 BUILDING C SITE NOT IN SCOPE 206.408.8500 phone w .NELSONonline.com _ 50 d 50 0' -0' 50•-d 5D'_U 5p�-p' NOR THER PACIFIC R KEYNOTES: O ILROAD R.q w 1. CONCRETE CURB,SEE CIVIL DRAWINGS 14-� 26-� 2. CONCRETE ENTRY W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 CROSS DRIVE AISLE SLOPE. r 3. CONCRETE SIDEWALK W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 M Z Q b CROSS SLOPE,SCORED AT MAX 5'-Cr O.C.UNO. w ! 4. 5'-Cr WIDE CONCRETE LANDING W/5'-Or WIDE SIDEWALK AT EXIT/FIRE DEPARTMENT ACCESS DOORS,TYP.SEE DETAIL 3/AO.3 qj 2, �\ 5. 5'-O°WIDE STRIPED DRIVE AISLE CROSSING,TYP. /f I O ------ 6. PRE ENGINEERED MTL EXIT STAIR&LANDING,TYP.SEE DETAIL 2/A0.3 1 Q Z 9 L I � \\ 7. BOLLARD TYP.,PAINT SAFETY YELLOW,SEE CIVIL ' 1 \` 8. LANDSCAPING,TYP. W ] \� 9. ASPHALT DRIVE-AISLE&STRIPED PARKING PER CIVIL PLAN Q 'R 1 4 1 4 �\ ID CONCRETE DRIVE-UP RAMP®MAX 5%SLOPE,SEE DETAIL 9/AO.3 5 6 2 \� 11. CONCRETE TRUCK APRON W/CONTROL JOINTS PER R STRUCTURAL DETAILS.SEE (p Z A CIVIL FOR PAVEMENT SECTION DETAIL 12. ADA ACCESSIBLE STALL W/WHEELCHAIR SYMBOL,ACCESS AISLE.AND SIGNAGE, LC) J \` TYP.SEE CIVIL T- b 13. ADA ACCESSIBLE SIGNAGE,TYP.SEE CIVIL M I \ b 14. WHEEL STOP,TYP.SEE CIVIL L.L.1 \ of 15. ADA COMPLIANT CURB RAMP W/TACTILE WARNING PER T1.2 CV 16. ADA COMPLIANT FLUSH TRANSITION WITH DETECTABLE WARNING PER T1.2 17. ILLUMINATED BOLLARD,TYP.SPEC TBD. - 18. NEW ECOLOGY BLOCK WALL 9. BLACK VINYL COATED CHAIN LINK FENCE WITH HEDGE,SEE LANDSCAPE DRAWINGS FOR TREE LOCATIONS REFER TO GAYfEWAY ACCESS PLAN FOR FENCE DETAIL. " 20. LOCATION OF GAS METER,SEE CIVIL FOR CONTINUATION VA, 21. LOCATION OF WATER METER. SEE CML FOR CONTINUATION Plan Review 22. LOCATION OF IRRIGATION METER,SEE LANDSCAPE -}" a 23. LOCATION OF UNDERSLAB SANITARY SEWER LINE INTO BUILDING.SEE CIVILBy SeA1F bUiIt FOR SIZE&CONTINUATION 3 \ 24. LOCATION OF FIRE HYDRANT,SEE CIVIL I r 3 \ 25. LOCATION OF ELECTRICAL TRANSFORMER ON CONCRETE PAD,PER ELECTRICAL DESIGN/BUT CONSULTANT SULTANT 2 NOT USED SETBACK 45'-5 _ 7. \ 27. FUTURE LOT LINE I �\ 28. TILT-UP CONCRETE TRASH ENCLOSURE/RECYCLABLE STORAGE&FIXED LOUVER METAL GATE,SEE DETAIL 15/A0.3 29. 6'TALL� GREENSCREEN WITH CLIMBING PUNTS E A OPAQUE SCREENING)ATOP A 2'1 CONCRETE BARRIER,SEE LANDSCAPING FOR PLANTING- �A�' SCHEDULE BETWEEN SCREENS V\ 30. BIKE RACK,SEE CIVIL 31. COMPACT PARKING STALL 8'-O'Kt5'-0" 32. 3-HR WALL ADJACENT TO NO BUILD EASEMENT,UL RATING N0.U919.SEE WALL TYPE 4 ON SHEET A6.1. I \ 33. OPENING IN THE EXTERIOR WALLS FACING THE REDUCED WIDTH(NO BUILD I - EASEMENT)SHALL HAVE OPENING PROTECTIVES WITH A FIRE PROTECTION RATING OF NOT LESS THAN 3 HOURS PER IBC 507.2.1.3. 34. THE YARD Or 60'SHALL BE PERMITTED TO BE REDUCED TO NOT LESS THAN xosv 40'PER IBC 507.2.1. \ M4w1 ao•-s DRIVE AISLE - r. � sib`A� i Submittals/l?evlsions: • 05 15 2019 BUILDING PERMIT ,� -------- 2 ------'--- --f-- AD. - \v s 6 s 1q> V� 2 ACCESS ?"'V Sheet Title: ARCHITECTURAL a .. CENTENNIAL TRAIL t SITE PLAN Date: AVE _ 05/15�2019 8 67T I YE NE� J, If Design: Drawn: Project No: 16-056 Approved: Building No: E 1 ARCHITECTURAL SITE PLAN N AO.1 Sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: I. ALL PARKING STALLS ARE 9'-O'x 19'-(r D.D.N. GAYTEWAY 2. ALL SIDEWALKS ARE 5'-0'WIDE CONCRETE WITH BROOM FINISH&5'-D'D.C. BUSINESS PARK SCORING PATTERN WITH MAX 1:20 SLOPE&1:48 CROSS SLOPE,U.O.N. 3. SEE CIVIL DRAWINGS FOR LOCATIONS OF CAST-IN-PLACE CURBS AND EXTRUDED 4, SEE CIVIL DRAWINGS FOR AREAS OF STANDARD AND HEAVY PAVING SECTIONS. LLC 5. ALL CONCRETE MONUMENT SIGNAGE IS UNDER SEPARATE SIGNAGE PERMIT. 6. SEE ARCHITECTURAL SHEET AO.3 FOR SITE DETAILS. 7. PROVIDE DETECTABLE WARNING TEXTURE PER CODE ON ALL SIDEWALK RAMPS AND CURB RAMPS, B. COMPLY WITH IBC CHAPTER 11 BARRIER FREE REQUIREMENTS. N Cr LSOK Neko AlchitecWre,Inc. LEGEND a limseCffiliaatte of Nelson Worldwide,LLC ACCESSIBLE ROUTE TO THE PUBLIC WAY a r c h xl a c e s 3 4 5 �L 40'-0'MINIMUM YARD(NO BUILD)PER IBC S i e 00 1200 Fifth venue 507.2.1. Seattle,WA 98101 ,.50'-e' 50'-0' .� + ��.�' BUILDING C SITE NOT IN.SCOPE 208.408.8500 phone w .NELSONoniine.com KEYNOTES: O 1. CONCRETE CURB SEE CIVIL DRAWINGS O O 1 2. CONCRETE ENTRY W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 CROSS SLOPE. W 3. CONCRETE SIDEWALK W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 CROSS SLOPE,SCORED AT MAX 5'-0'O.C.UNO. m Z Q 4. 5'-0'WIDE CONCRETE LANDING W/ /5'-0'WIDE SIDEWALK AT EXIT FIRE •'! �n �.. > rn L, DEPARTMENT ACCESS DOORS,TYP.SEE DETAIL 3/AO.3 5. 5'-O'WIDE STRIPED DRIVE AISLE CROSSING,TYP. 6. PRE ENGINEERED MTL.EXIT STAIR&LANDING,TYP.SEE DETAIL 2/AO.3 Q ZO 7. BOLLARD TYP.,PAINT SAFETY YELLOW,SEE CIVILH 8. LANDSCAPING,TYP. W \ 9. ASPHALT DRIVE-AISLE&STRIPED PARKING PER CIVIL PLAN Q <% 10. CONCRETE DRIVE-UP RAMP 4 MAX 5%SLOPE,.SEE DETAIL 9/AO.3 11. CONCRETE TRUCK APRON W/CONTROL JOINTS PER STRUCTURAL DETAILS.SEE J Z b b CIVIL FOR PAVEMENT SECTION DETAIL 12. ADA ACCESSIBLE STALL W/WHEELCHAIR SYMBOL,ACCESS AISLE AND SIGNAGE, Q L TYP.SEE CIVIL 13.8 6 ADA ACCESSIBLE LP.SEE CIVIL 14. C V Q - ' 15. ADA COMPLIANT CURB RAMP W/TACTILE WARNING PER T1.2 N 2 i6: ADA COMPLIANT FLUSH TRANSITION WITH DETECTABLE WARNING PER T7.2 18. NEW MECCOLOGY INATED OBLOCK WALL LLARD,TYP.SPEC TBD. 19. BLACK VINYL COATED CHAIN LINK FENCE WITH HEDGE,SEE LANDSCAPE ...•,�\ DRAWINGS FOR TREE LOCATIONS.REFER TO GAYTEWAY ACCESS PLAN FOR / v \ FENCE DETAIL 9-0" � 9'-6, 9'-0' 20. LOCATION OF GAS METER,SEE CIVIL FOR CONTINUATION 9-0' �\\V`J 21. LOCATION OF WATER METER. SEE CIVIL FOR CONTINUATION Plan Review � � 22. LOCATION OF IRRIGATION METER,SEE LANDSCAPE B aAFEbUIIt / v 23. LOCATION OF UNDERSLAB SANITARY SEWER LINE INTO BUILDING,SEE CIVIL FOR SIZE&CONTINUATION 24. LOCATION OF FIRE HYDRANT,SEE CIVIL 25. LOCATION OF ELECTRICAL TRANSFORMER ON CONCRETE PAD,PER ELECTRICAL . TAM DESIGN/BUILD N 2 ENLARGED SITE PLAN 26. NOT USED ® 27. FUTURE LOT LINE 28. TILT-UP CONCRETE TRASH ENCLOSURE/RECYCLABLE STORAGE&FIXED LOUVER METAL GATE,SEE DETAIL 15/AO.3 29. 6'TALL 2'-67 CONCRETE WITH CLIMBING PLANTS(TYPE A OPAQUE SCREENING) 1 ATOP A 2'_6^CONCRETE BARRIER,SEE LANDSCAPING FOR PLANTING SCHEDULE BETWEEN SCREENS 30, BIKE RACK,SEE CIVIL t 31. COMPACT PARKING STALL 8'-O'z15'-0' ' 32. 3-HR WALL ADJACENT TO NO BUILD EASEMENT,UL RATING NO.U919.SEE 24'-9'n a _* -. WALL TYPE 4 ON SHEET A6.1. OB 33. OPENING IN THE EXTERIOR WALLS FACING THE REDUCED WIDTH(NO BUILD - 6. EASEMENT)SHALL HAVE OPENING PROTECTIVES WITH A FIRE PROTECTION z UP RATING OF NOT LESS THAN 3 HOURS PER IBC 507.2.1.3. 34. THE YARD OF 60'SHALL BE PERMITTED TO BE REDUCED TO NOT LESS THAN xa6e 40'PER IBC 507.2.1. ttLuld n�tJ+.0 +Htc71i n r l R. �11 �r ANPK ooucA Ev,Uvs -- Submittals/Revisions: I I OS 15 2019 BUILDING PERMIT Q> -tD Fz t 1 <, 1 t g 7 j A UP Up- N s ^i 13-if 5'-Or 1 p_3. 8,-0. 5'-Cr 15,_cr 3 Sheet Title: ENLARGED SITE 0 PLANS _ Date: 05115/201 9 Design: m 9 \ Drawn: - - 9'-O' 6'-0' 9'-C' 9'-O' 9'-O' y Project No: 16-056 L Approved: Building No: V N 3 ENLARGED SITE PLAN N 1 ENLARGED SITE PLAN Sheet Na: AO.Z o COPYRIGHT CRAFT ARCHITECTS 2018 EXTERIOR METAL FINISH SPECS: All EXTERIOR METALS:STRINGERS,PANS,SIGN PIPES,TREAD/RISERS,PIPE RAILINGS, GAYTEWAY FIXED LOUVER METAL GATE ANGLES,BOLLARDS,ETC.TO BE GALVANIZED(ALUMINUM WINDOWS SYSTEMS SPECIFIED ELSEWHERE.) STAIRS: GALVANIZED BUSINESS PARK RAILINGS: GALVANIZED LLC C > . ............_. NELSON ............... GRADE Nelco Architecture,Inc. RATION u u a licensed affiliate of Nekon Worldwide,LLC CANE BOLT W/SLEEVE C NOTE: ^ archl tact e ALL TILT-UP CONCRETE PANELS TO BE PAINTED PNT-1. 1200 Fifth Avenue 15C CONCRETE TILT-UP Suite 1300 A0.3 VERTICAL JOINT& PANEL Seattle,WA 98101 CONCRETE TILT-UP CAULKING PANEL 15'-11" 208.408.8500 phone w .NELSONonline.corn 4 Q a 158 a d d a TILT UP CONCRETE RECYCLE BINS DUMPSTER PANEL PER STRUCTURAL a d a ELEVATION URA � � B W I Q m z -..... a a — J � ALIGN WITH EDGE OF PANEL 3: Q Z W Z O PER 1RUC URAL ONCRETE TILT—UP PANEL - CONCRETE LANDING Q FIXED LOWER METAL AT DOORS FENCE&LOCKING \�\ 1 (O Z BOLT&PAD LOCK J HASP W o a N SECTION 5A A0.3 GRADE EIRATION C �1T r 1ii }DJ TRASH ENCLOSURE 3 /4 _ ND By SAF�:bui t NOTE: LANDING SUPPORT ANGLES SEE EXTERIOR METAL FINISH CONSULTANT SPECIFICATIONS. STEEL CLIP ANGLE STEEL STRINGER -� CLR HANDRAIL RETURN h r 2"0 GALVANIZED STEEL PIPE COLUMN 0 CORNER OF LANDING r 1-1/2.0 ROUND STEEL HANDRAIL WELD&GRIND SMOOTH OPEN STEEL GRATE TREADS b AND LANDING GUARDRAIL AT 427 1/4'x It AND •II HANDRAIL AT 36' N' 1/4 STEEL RISERS ti A0.3 ® x4Sr> h • ,,_0. ,,_0^ wears Lrywrn ......_.. - N'� ..+artTnrrrr b UP AMS hl4ww DO11GUS EVANS- -...,,.. CO z FILLED HT. .jinn.+u ura,.rrm bi n GALV. FILLED 8"0 x 4'-Cr HT. GALV.PIPE BOLLARD, GONG.FILLED GALV.PIPE SEE DETAIL 14/AO.3 4-5 BOLLARD,SEE DETAIL 14/AO.3 g CLR 1"W MAX.LEADING EDGE Submittals/Revisions: ELEVATION RADIUS 0 STAIR:1/T PLAN / / L-I PER IBC 1009.3.2 05 15 2019 BUILDING PERMIT PRE-ENG. METAL STAIR n PRE-ENG. METAL STAIR 1/4" = 1' 0" G 1/4„ = V-0„ GONG PANEL BUILDING BUILDING INTERIOR EXTERIOR CONCRETE LANDING CONCRETE RETAINING WALL BEYOND _...._.__. Sheet Title: SITE DETAILS CONCRETE RAMP PIPE BOLLAR II NI RIOR FIN FUR �° Date: 05/15/2019 MAX SLOPE:5X Design: 2 --------- --- — --------------------- Drawn: �T.O.GRADE TO DOCK }" ---------- ,—p(1470. — Project No: 16-056 PANEL Approved: JOINT,PER STRUCTURAL. WEEP HOLE TYP.AT 4'-0"O.C. Building No: n 48" HIGH DRIVE UP RAMP sheet No: AO.3 e7 1/4+ = 1,_0" COPYRIGHT CRAFT ARCHITECTS 2018 z 3 4 5 s GENERAL NOTES: �/ 300'-d'OVERALL I. ALL WAILS TO BE TILT-UP CONIC PANEL,U.O.N. GAYTE YY1A/A 50'-0' 50'-d' 50._0. 501-0. 50,-0' 50._or 2. DOOR SYMBOL KEY.0SEE A6.1 FOR DOOR.SCHEDULE BUSINESS PARK 3. ELECTRICAL DESIGN BUILD TO MEET WSEC 1513 LLC 4. PJ=PANEL JOINT,SEE DETAIL 1/A8.1 EQ EQ EQ EQ EQ EQ ❑X a 1 5. PARTITION TYPE SEE SHEET A6.1 LEGE ND: N E LSOI , Nelm Architecture,Inc. �0 IL J lT _ ° __ _ 'LOCATION OF UNDERSLAB VAPOR fl4RRIER I. L._- r r - - Tmil' _ �' _ _ — a licensed affiliate of Nelson Worldwide,LLC 1 -, n ° 1 P P '�° 5 c - A �:'i �%%PLATFORM 15'-O'.AFF CR�� n I ° c e a v arcnl eeccs 27 28 ELECT.. r —=J 1200 Fifth Avenue ROOM Ij Suite 1300 98'101 2D, KEY NOTES: O ��\ IIr-- - a r 206.408.8500 phone b 1. PAINTED TILT-UP CONCRETE PANEL,PAINT EXTERIOR PER EXTERIOR ELEVATIONS, • ° ° . INTERIOR OF PANELS WHITE i ? � -----_ i www.NELSONonline.com I'.< za 2. REINFORCED CONCRETE SLAB,TYP.SEE STRUCTURAL.TYP PAINT FIRE SPRINKLER 3. GRAY PRIMED TUBE STEEL COLUMN,TYP.SEE STRUCTURAL.PAINT COLUMN SAFETY ROOM 129 _ YELLOW TO 12'AFF. 202 I I-- 4. NOT USED o _ ,.3'e4^ 5. SCUPPER WITH DOWNSPOUT PER EXTERIOR ELEVATIONS 6. UNDER-SUB SANITARY SEWER LINE,SEE CIVIL FOR SIZE AND CONTINUATION.CAP O 7. LAS INE OF ROOF ABOVE 8. ANODIZED ALUMINUM STOREFRONT SYSTEM PER EXTERIOR ELEVATIONS J ° PJ 2 113 IJ 114 115 PJ 116 117 J,18 119 PJ 120 121 J 122 123 P a - — 9 ELECTRICAL PANELS PER DESIGN/BUBO ELECTRICAL 110 111 11 " B 10. FIRE SPRINKLER RISER LOCATION INTO BUILDING,SEE CIVIL J f24 125 IJ IL -_ 11. ACCESS LADDER TO PLATFORM ABOVE,SEE DETAIL 17/A8.1 LIJ 12. ACCESS UDDER TO ROOF,SEE DETAIL 17/AB.1 m z Q 13. ROOF ACCESS HATCH ABOVE,SEE ROOF PLAN AND DETAIL 16/AB.1 — !' — — — — — 14. SLOPE CONCRETE FLOOR AT 1/47 PER FOOT TO FLOOR DRAIN,COORDINATE /R > .2 I WITH DESIGN/BUILD CONTRACTOR FOR LOCATION. v 15. NOT USED 3r. Z Q z 5 _ 16. NOT USED O 17. LINE OF CANOPY ABOVE,SEE ROOF PLAN 12 18 FLOOR DRAIN,COORDINATE LOCATION WITH DESIGN/BUILD CONTRACTOR. Q ��-- 19' 3-HR RATED OPENING-PROVIDE FIRE-RATED GLAZING AND FRAME. J co z Lo m o a N W- I Plan review - - By SAFEbuilt b. b v N CONSULTANT II � 5.. WAREHOUSE 5 1W5o 100 - 91111'i O IL Submittals/Revisions: e _ 05/15/2019 BUILDING PERMIT 56 i. A2 2 �, 5 b 9 -- �� I 22 19 �, I II,� -- ' ma Pi 101 I PJ _ PJ PJ P+f " / . P„ +Pi L PJ Sheet Title: P - - - PJ PJ r III BOOR PLAN r _��, � -- a SIM.OPP. •2 3•4 �I -! R.. \\° - r� III F �II Date: 05/15/2019 a r I � I LL I I Design: Drawn: Project No: 16-056 1 Approved: Building Na FLOOR PLAN a N t/ts"= t'-o" Sheet No: A2.11 0 COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: I. All WALLS TO BE TILT-UP CONIC PANEL,U.O.N. GA I I E YY A I q 2. DOOR SYMBOL KEY:O SEE A6.1 FOR DOOR SCHEDULE BUSINESS PARK 3. ELECTRICAL DESIGN BUILD TO MEET WSEC 1513 — d 50'_d LLC _- 4. PJ=PANEL JOINT,SEE DETAIL 1/A8.1 4 ----_ \ 5. PARTITION TYPE X SEE SHEET A6.1 50'-d I 50' R.O. R 0 _ LEGEND: NELSON 6 3-4 18'-Y 3' 6 R.O. di 5 FJ Nelm ArdilteQure,Inc. LOCATION OF UNDERSLAB VAPOR BARRIER licensed affiliate of Nelson Worldwide,LLC 'aR ELECT. 8 ` 02 "�' E441,1 , i/ i PLATFORM ABOVE 15'-d AFF Movi 201 arch I sects w 1200 Fifth Avenue �/ Suite 1300 b 2 b KEY NOTES: O Seattle,WA 98101 ° _ I6 206A08.8500 phone •=� - c! a - _ w• - ° 1. PAINTED TILT-UP CONCRETE PANEL,PANT EXTERIOR PER EXTERIOR ELEVATIONS, L IYP.PAINT INTERIOR OF PANELS WHITE. 2 REINFORCED CONCRETE SLAB 1'YPSTRUCTURALvwvw.NELSONonline.com .SEE T ElE , '. i 13 ,� 11 3. GRAY PRIMED TUBE STEEL COLUMN,TYP.SEE STRUCTURAL PAINT COLUMN SAFETY 4 NOT USETO D 12'AFF. r, 4 5. SCUPPER WITH DOWNSPOUT PER EXTERIOR ELEVATIONS ' ai 6. UNDER-SLAB SANITARY SEWER LINE,SEE CIVIL FOR SIZE AND CONTINUATION.CAP \ AS REQUIRED 7. LINE OF ROOF ABOVE w <4� 8. ANODIZED ALUMINUM STOREFRONT SYSTEM PER EXTERIOR ELEVATIONS ° " •+ - * w ` o I = 9. ELECTRICAL PANELS PER DESIGN/BUILD ELECTRICAL W a �i- ---- 10. FIRE SPRINKLER RISER LOCATION INTO BUILDING,SEE CIVIL 11. ACCESS LADDER TO PLATFORM ABOVE,SEE DETAIL 17/A8.1 12. ACCESS LADDER TO ROOF,SEE DETAIL 17/A8.1 m Z Q `• b 13. ROOF ACCESS HATCH ABOVE,SEE ROOF PLAN AND DETAIL 16/A8.1 r bii 14. SLOPE CONCRETE FLOOR AT 1 4" PER FOOT TO FLOOR DRAIN,COORDINATE r �J WITH DESIGN/BUILD CONTRACTOR FOR LOCATION. 25 d ° w 25'-d ,; P5_0� - 25-d ., r'V 6 i ____ 15. NOT USED Q Z TYPICAL-PANEL WITH MAN DOORAND DOCIf�D00R a TYPICAL PANEL�lTTH.DOCK ORS TYPICAL PANEL WITH,MAN DR.+ RIVE 1N DR.° 118. 16. NOT USED O " Cl 17. LINE OF CANOPY ABOVE,SEE ROOF PLAN 9'-t 9'g0" 9'0" 3' 6 I'� 9'd 9�-d 3'-5 ,9'-d 3''-d 12'-d 3'-2'3'-4 3'-6" 18. FLOOR DRAIN,COORDINATE LOCATION WITH DESIGN/BUILD CONTRACTOR. 19. 3-HR RATED OPENING-PROVIDE FIRE-RATED GLAZING AND FRAME. R.O. , R.O. - (' R.O. R.O. <, R.O. p r R.O. R.O. { CO Z 5 — S Q J PJ J PJ F1 � � m N a n ENLARGED PLAN N {7 1/8"= 1'-D" Plan Review By SAFEbuilt CONSULTANT t I O i 4 lwsu ri r PJ MARIf DOUmASrv<.inn Subrniltals/Revisiors: 05/15/2019 t- s BUILDING PERMIT PJ Pj Pi PJ PJ P i t y i < , 19 P 1> Sheet Title: ENLARGED FLOOR PJ PJ PJ T� 7-. ._ - 1 PLANS P _ 6' 4" PJ s a' P,Y , - - s-4' ! Date: 05 15 2019 - .. PJ ' I,- EQ it9 EQ EQ -R-@ L 0 0" 3' 6" 3' 6 --_, 12-d d 3-6 , • • _ R.O.R O ---- e Design: 7 r 7 B - � 3 6 8'- �, _3'-6 3'-6 12'-� 3'-6 12'-6 3`t6 3'-6 3'-6 '.13 6 I 3'-6 3'-6 i a 15'}-d '`l0'-9" 1'-9" 11-T 20-9'l 15 d 'I, 'i 19'-6" -27 67 8'-d [� Drawn: Project No: 16-056 Approved: n ENLARGED PLAN 44 n ENLARGED PLAN Building No: A •/�J •/�J N G 1/6n- 1,_0. N / \f�.i� Sheet No: a COPYRIGHT CRAFT ARCHITECTS 2018 1 GENERAL NOTES: 1. NO CONDUIT ON ROOF GAYTE YY A 2 ON AASTORMEOFS60 MINUTES ROOF DURATIONDRAINAGE AND 100 YEAR RETURN P SIZED ERIOD PER BUSINESS PARK B �J IPC 1101.11 'i b 3. ALL ROOF MATERIALS SHALL COMPLY W/THE STANDARDS AS SPECIFIED IN LLC 8 '10 TABLE 1507.10.2 OF THE 2015 IBC AND SHALL HAVE A FIRE CLASSIFICATION 11 "C" PER TABLE 1505.1 OF THE 2009 IBC 4. ALL ROOF DRAINS SHALL COMPLY WITH UPC 1101.11. ALL STORM DRAINS 7 �13'-10,,Y 'P. ,B:_O. SHALL PROVIDE CLEAN OUTS IN CONFORMANCE WITH UPC 1101.12. . STl NELSON n ENLARGED CANOPY PLAN KEY NOTES O Nelco Architecture,Inc. N L 1/8"= 1'-0' a licensed affiliate of Nelson worldwide,LLC 1. TPO ROOFING MEMBRANE,45 MIL,COLOR::WHITE,TYP. 2. TYPICAL 48'X 96"SKYLIGHT CENTERED BOTH DIRECTIONS WITHIN STRUCTURAL BAY UNO,PROVIDE CRICKETS AS REQUIRED,TYP.,SEE DETAIL a c n t I 15/AB.1. r 3. PARAPET WITH METAL COPING,PER EXTERIOR ELEVATIONS,SEE DETAIL 1 2 T TIA 512/AB.1. 1200 Fifth Avenue 4. METAL COPING PER EXTERIOR ELEVATIONS,TYP. Suite 1300 300'- RALL 5. SCUPPER WITH DOWNSPOUT,TYP.,SEE EXTERIO DNS Seattle,WA 98101 6. 48' X 48"ROOF ACCESS HATCH PER DETAI 16/A8.1" 50'-0" 50'-0" 50'-0' 50'-0' 50'-0" 50'-0" 7. PRE-PRIMED STEEL CANOPY WITH TIE RODS, CTURAL.SEE EXTERIOR 206.408.8500 Phone ELEVATIONS FOR PAINT COLOR. 8. STEEL DECK PER STRUCTURAL,PAINT TO MATCH.SEE EXTERIOR ELEVATIONS ,N,roW NELSONonline.com — — — — — A FOR PAINT COLOR.SLOPE AT>l PER 1'-T TOWARD GUTTER. 9. SHEET METAL GUTTER,PAINT TO MATCH ADJACENT CANOPY STRUCTURE.SLOPE TOWARD DOWNSPOUT. 10. SURFACE MOUNTED LIGHT,CENTER IN CANOPY.SEE DETAIL 10/A8.1. 11. S DIAMETER DOWNSPOUT,SEE ELEVATIONS. b s W kk W 2 �` � az B W z = o l _j (DZ 0 C� m o a \ 5 N az 1 } Plan Review By SAFEbuilt CONSILLI i 1 I >41 TANTuy Vase RIDGE LINE _ — — — — D LI-1,� _ a� 1 w� 1 1 �� I 'r Submittals/Revisions: s m b <. 5 N 05 15 2019 BUILDING PERMIT I 1.... 22'-g' EQ EQ EQ EQ zzs TYP TYP TYP TYP a 4 3 3 4 b x w Sheet Title: ROOF PLAN a f / Date: 05 15 2019 Design: 4 4 Drawn:. 3 1 4IL 4 1 3 ` — — — — Project No: 16-056 2 3 3 2 N A2.5 A2.5 SIM.OPP. Approved:. Building No: E " 1 ROOF PLAN Sheet No: AL.S COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: L a INDICATES TEMPERED,INSULATED GLAZING,TYP I D GAYTEWAY �/ 7 8 2 O O4 3 1 8 1 2 1 2. All FIXED INSULATED GLAZING SHALL CERTIFIED&LABELED WITH ITS MAX. BUSINESS PARK A4.1 ACTLTJ U-FACT,OF&SOLAR HEAT GAIN COEFFICIENT BY AN INDEPENDENT AGENCY LICENSED BY THE NFRC,IN COMPLIANCE WITH THE VALUES LISTED ON SHEET CS. 300'-0" OVERALL 4. PROVIDE AND COORDINATE"KNOXBOX:LOCATION WITH FIRE DEPARTMENT AND LLC ARCHITECT PRIOR TO INSTALL 5. ALL VERTICAL DIMENSIONS ARE FROM FINISHED FLOOR,U.N.O. -.- 50'-0' 50'-0" 50'-0' 50'-0' 50'-0' S0'-O' 6. CHANGE IN PAINT COLOR OCCURS AT BACK OF REVEAL,TYP.U.N.O. I II 10 Pi RL Pi Pi Pi PJ 10 P'j Pi PIJ PJ 6 10 _ NELSON 2 ,.: 7 ; <2> , ;. -, ;...:, 2 EXTERIOR MATERIALS LEGEND: Nelco Architecture,Inc. a licensed affiliate of Nelson Worldwide,LLC 2 1.. PAINT-PT1 C�povm._ r9FT _ 15l.. MATERIAL:CONCRETE TILT-UP PANEL ■p Y ■(,�% •r c n t c e s_ FINISH: PALM5 5 _ - 5 F-1 _ 5 SPEC: BENJAMIN MOORE-BALTIC GREY#1467-' "' " ""' / _._ 1200 Fifth Avenue T.O.FINISHED FLOOR . - •!)- • -P PANEL 206.408.85001 9P101 on EL: 331.0') PANT PT2 MATERIAL:CONCRETE TILT U -- - 0 GRADE TO DOCKS NISH: PALM phone EL-4'- �127.0' SPEC: PAINT IN MOORE-GUNMETAL 1602 w .NELSONonline.corn O EAST ELEVATION ® MAEH�CONCRETE TILT-UP PANEL PAINT SPEC: BENJAMIN MOORE-CHEATING HEART 11617 CMU CMU, MATERIAL:CONCRETE TILT-UP PANEL FINISH: CONCRETE MASONRY VENEER A4.2 A4.1 A4.2 SPEC: MUTUAL MATERIALS-COAL CREEK 300'-O'OVERALL W >- M Z Q 50'-0' 50I-0' 50'-0" 50-0° 50-0' 50'-0' T.G.PARAPET AFF KEY NOTES' O Q C ] Q z l 2 EL 32'-O'�163A' 5 V PJ 10 PJ 10 Pi Pi 10 Pi 2 10 Pi J 6 10 PJ - T.O. PARAPET AFF 2. PANEL R1. TILT UP EVEAL,TYP.ETE PASEE DETAILS NEL(PAINT Fl3/AB.I AND 4/A8.1 O EL:28'-0 (159.0� 3. ANODIZED ALUMINUM STOREFRONT SYSTEM,COLOR:CLEAR W Q 7 7 2 .X t 4. ALUMINUM DOOR TO MATCH STOREFRONT SYSTEM,TYP.SEE DOOR SCHEDULE 5. HOLLOW METAL DOOR&FRAME,TYP.,PAINT TO MATCH EXISTING ADJACENT T J (D Z 3 V r _ 3 _ 12 - ti f r " 1 �. ,• ". � 7 3- EXTERIOR' Q Q WALL RAW WALL MOUNTED LIGHT FIXTURE,TYP. 3 2 8. EXTERIOR"SHOE BOX WALL MOUNTED LIGHT FIXTURE,TYP. /V e� m W O '� .' __ 9. SURFACE MOUNTED EMERGENCY LIGHT FIXTURE AT EXIT DOOR,TYP. 3 3,3 Cm- 3 3 3 __ �3 a { a 5 p • 10. PRE FINISHED METAL COPING,U COLOR:PT-2 PLAN } T.O.FINISHED FLOOR `11. PRE-FAB METAL STAIR AT TRUCK COURT,SEE SITE EL:O'- 131 )�.O' 12. PRE-PRIMED METAL CANOPY:PAINT PER LEGEND -- - - - - - - - - _-- - 13. PRE-FINISHED METAL SCUPPER:PAINT SCUPPER&PVC DOWNSPOUT PER 4 4 4 16 4 LEGEND,SEE DETAIL,1/AB.,,TYP.TIGHT-LINE DOWNSPOUT TO STORM LINE,REFER TO CIVIL DRAWINGS.PROVIDE DOWNSPOUT PROTECTORS AT TRUCK COURT LOCATIONS ONLY,SEE DETAIL 8/A8.1 14. EXTERIOR WALL MOUNTED SI WEST ELEVATION Plan'Revie w 15. SECTIONAL OVERHEAD DRIVE-IN-IN-IN DOOR(INSULATED),PRE-PRIMED,PAINT PER - O LEGEND,TYP. - By SAFEbU1lt. 16. SECTIONAL OVERHEAD DOCK HIGH DOOR(INSULATED)WITH BUMPERS AND DOCK SEAL,PRE-PRIMED,PAINT PER LEGEND,TYP. 17. 3-HR RATED GLAZING FRAME:FIREUTE NT,FIRE GLASS FRAME,COLOR: CONISULTANT CLEAR ALUMINUM TO MATCH TYPICAL PROJECT STOREFRONT SYSTEM. 18. FOOTINGS PER STRUCTURAL 19. NOT USED B A F i E D C B 1 A ) 20. NOT USED 42 21. CONCRETE TILT UP RETAINING WALL,SEE SITE PLAN 22. FORM LINER:MANUFACTURER.-TBD 245'-0'OVERALL 23. SURFACE MOUNTED LIGHT FIXTURE CENTERED UNDERSIDE OF CANOPY 50'-0'OVERALL 45'-O' 50'-0' 50'-Or 50'-0' 50'-C' T.O.PARAPET AFF� 10 PJ EL•32'-0'-(163.0')Y - - - - - --T- - - - - fi PJ 10 T.O. PARAPET AFF Pi PJ 10 -PT 6 pJ Pi pJ Pi Pi _ T.O. PARAPET AFF EL:28'-O'(159:0') 2 7-., 7 7 EL:28'-0' (159.0') a, _ IW54 17 17 2 flitl i t 1 MARK i I 13 . M u,iE�V a 2 O 17 7 ..•, T.O.FINISHED FLOOR ' T.O.FINISHED FLOOR EL•0'-0 �131.0'} - - EL:0'-0' 131.0') -- - Submittals/Revisions: - - - - - _ T.O GRADE TO DOCK - a EL:-4'-d 12zo' 05/15/2019 BUILDING PERMIT SOUTH ELEVATION SOUTH ELEVATION c� 245'-0"OVERALL o 50'-fY OVERALL. 50'-0' 50-0' 50'-0' 50'-O' 45'-0' T.O.PARAPET AFF Sheet Title: EXTERIOR ELEVATIONS PJ 10 _ EL•32'-0`-(163.0' 6 fi °a PJ 10 _ T.O. PARAPET AFF PJ 10 Pi p J PJ J 10 Pi _ T.O. PARAPET AFF ,. EL•28'-(f (159.0') _ 7 7 _ 7 2 .28'-0' (159.0') Date: 05 15 2019 EL• ., Design: 2 3 3 13 -13 Drawn: 3I Project No: 16-056 • , 3 3 2 T.O.FINISHED FLOOR T.O.FINISHED FLOOR' Approved: E?-(131.0' _ _ EL:0'- 131.0' s Building No: - - - -- - - LO GRADE TO DOCK - - - 18- - - - - --- --- -- 2 EL:-4'-0'- 127.0' r� i 2 NORTH ELEVATION 1 NORTH ELEVATION Sheet Na: At7. l COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES GAYTEWAY 1. l.l ALL INSULATION SHALL BE PER THE COVERSHEEF AND THE WSEC. BUSINESS PARK 2. ANY FUTURE INSTALLED EXPOSED INSULATION AND FACING SHALL CONFORM TO IBC SECTION 720 Q Q Q LLC t4 A8.1 P ( / KEY NOTES: 0 NELSON O - 8 ( I. STRUCTURAL FILL PER GEOTECHNICAL.REPORT AND STRUCTURAL DRAWINGS. Nelco Architecture,Inc. 2. CONCRETE FOOTING PER STRUCTURAL. a licensed affiliate of Nelson Worldwide,LLC 8 3. CONCRETE WALK,SLOPE AWAY FROM BUILDING AT 1:48 AT LANDINGS. I , 4. CONCRETE SLAB PER STRUCTURAL. 5. CONCRETE TILT UP WALL PANELS.PER STRUCTURAL,PAINT PER EXTERIOR .ELEVATIONS. 5 6. EXTEND TPO ROOFING UP OVER PANEL AND UNDER METAL COPING,AT a r e h t e c t s PARAPETS PER MANUFACTURERS RECOMMENDATIONS,WHERE PARAPET EXCEEDS 12 RECOMMENDED HEIGHT,INSTALL TERMINATION BAR AS REQUIRED. 7. REVEAL,TYP.SEE DETAIL 3 A8.1 A$.1 1200 Fifth Avenue 12 1 Fi"f 13 12 / Suite 1300 12 13 B. 2X WOOD NAILER,PER STRUCTURAL. 9. ALUMINUM Seattle,WA 98101 14 8 8 14 _ STOREFRONT SYSTEM-SEE EXTERIOR ELEVATIONS.10. STEEL JOIST PER STRUCTURAL1411. METAL COPING,PER EXTERIOR ELEVATIONS. 20Ei.408.8500 phone 12. WOOD DECK,PER STRUCTURAL. 13. RIGID INSULATION,PER COVERSHEEET. w .NELSONonline.com 14. TPO ROOFING SYSTEM,PER ROOF PLAN. 16 16 15. VAPOR BARRIER WITH 4'SAND AT FUTURE OFFICE AREAS ONLY,AS NOTED ON FLOOR PLANS. _ 16. CONTINUOUS STEEL ANGLE LEDGER PER STRUCTURAL. 17. OVERFLOW SCUPPER BEYOND,SEE EXTERIOR ELEVATIONS. _ b 18. CONCRETE FORM LINER. 19. CONCRETE TRUCK COURT. ETE 10 P 5 10 ID 5 10 - A811 211' BRICK VENEER.CONCR PAD PER STRUCTURAL - - 22. SECTIONAL INSULATED O/H DOOR 4'-0' - - - 6'-0" 23. DOCK BUMPER W 24. 3 T BENT P -LATE'7 GUARD,TO 3' 6'AFF./ Q m 25. STEEL ANGLE TO 4'-0"AFF,SEE STRUCTURAL. 2. HIM FRAME AND DOOR,PAINT PER ELEVATIONS. W 3:: 27. 2X WOOD PURLIN,PER STRUCTURAL ' 28. DOCK SEALS. -- 29. STEEL CANOPY,PER STRUCTURAL-PAINT PER EXTERIOR ELEVATIONS Q Z \�: b Q = O � 2 J (0 z J 1 � C� m o a 9 v N 5 7 III II Plan Review $ tt o By aAFEbuilt ° ° f � .III •_` ? <• N j SIM. w � II CONSULTANT fn o I w o a L,i 13 2 II � 9 A6.2 sIM II C459 oaHcl�s� ' 5 IIIN„ILIA Submittals/Revisions: t 9 a a 05 15 2019 BUILDING PERMIT o 25 5 b 0 I,, 4 I, 4 3 4 III 4 4 3 °. - T - g 5 III-W` I I II -III -1 11 !.-1 1= III Sheet Title: WALL SECTIONS _ -u. n � - - • Till = a' S III I � ' .a •° I I III-III ( I II Ij 1111 - 2 I 1�1111 =n I�n-I � -II n1 =III=n-III Date: 11I - 05/15 2019 19 Design: IIIIII - Drawn: a = = Project No: 16-056 -I 11 =III Approved: 1-III ' ' III �=I' 1 I-1i ElII Building No: E iy �®WALL SECTION AT ENTRY WALL SECTION AT DOCK DR WALL SECTION AT OVERHEAD DR WALL SECTION AT ENTRY sheet No: A4.1 W, = 1-0" ®1/2' =l'-O' O 1/2' = r-or O 1/r= V-D' COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: 1 PARK 1. ALL INSULATION SHALL BE PER THE COVERSHEET AND THE WSEC. BUSINESS f ARIA 2. ANY FUTURE INSTALLED.EXPOSED INSULATION AND FACING SHALL CONFORM TO IBC SECTION 720 LLC KEY NOTES: NELSON 11 I 11 I. STRUCTURAL FILL PER GEOTECHNICAL REPORT AND STRUCTURAL DRAWINGS. Nelca Architecture,Inc. 6 2. CONCRETE FOOTING PER STRUCTURAL a licensed affiliate of Nelson Waldwide,LLC 3. CONCRETE WALK,SLOPE AWAY FROM BUILDING AT 1:48 AT LANDINGS. .. 4. CONCRETE SLAB PER STRUCTURAL 6 a 5. CONCRETE TILT UP WALL PANELS.PER STRUCTURAL,PRIM PER EXTERIOR ELEVATIONS. c 13 6. EXTEND TPO ROOFING UP OVER PANEL AND UNDER METAL COPING,AT a r c n t e c t s A8.1 PARAPETS PER MANUFACTURERS RECOMMENDATIONS,WHERE PARAPET EXCEEDS 12 6,_O. RECOMMENDED HEIGHT,INSTALL TERMINATION 13AR AS REQUIRED. 1200 Fifth Avenue A8.1 7. REVEAL,TYP.SEE DETAIL 3/A8.1 Suite 1300 13 I 13 T 13 1 B. 2X WOOD NAILER,PER STRUCTURAL. 12 - 12 Seattle,WA 98101 14 11 14 I j4 90. STEELNUM STOREFRONT J015T PER STRUCTURALEM-.SEE EXTERIOR ELEVATIONS 206.a08.8500 Phone 11. METAL COPING,PER EXTERIOR ELEVATIONS. 12' WOOD DECK,PER STRUCTURAL. www,NELSONonline_com 11 - 13. RIGID INSULATION,PER COVERSHEET. 16 f 16 14. TPO ROOFING SYSTEM,PER ROOF PLAN. 16 °a 15. VAPOR BARRIER WITH 4"SAND AT FUTURE OFFICE AREAS ONLY,AS NOTED ON FLOOR PLANS. 46. CONTINUOUS STEEL ANGLE LEDGER PER STRUCTURAL. 2 17. OVERFLOW SCUPPER BEYOND,SEE EXTERIOR ELEVATIONS IB 1CONCRETE FORM LINER. - CONCRETE TRUCK COURT. 2 CONCRETE PAD PER STRUCTURAL. 10 10 10 5 21. BRICK VENEER. 13 22. SECTIONAL INSULATED O/H DOOR A6.2 23. DOCK BUMPER W 5 5 24. 31T BEM PLATE 7 GUARD,TO 3'-6"AFF. Z 26' STEEL ANGLE TO DOOR, AFF,SEE STRUCTURAL. 7 7 i 26. HM FRAME AND DOOR,PALM PER ELEVATIONS. �,�J 27. 2X WOOD PURUN,PER STRUCTURAL _ e e 28' DOCK SEALS. . 29. STEEL CANOPY,PER STRUCTURAL-PAINT PER EXTERIOR ELEVATIONS z Q O W w z H W (�O Z Q = Lo -j 9 0moQ e cL; l7i N �i i Plan review By SAFEbuilt A6.2 CONSULTANT TYP o y g z1 TYPI i b xvursn MAgK DW14�5 v 9 y Submittals/Revisions: uG l� a W b W o 05/15/2019 BUILDING PERMIT I .. 1 - r } 4 Ny �=%7=71II_1— I — Sheet Title: WALL SECTIONS z97-7 o 1 11 11=1 I 1 111 1111111111111 1111111 1 1I' Date: 05 15 2019 Design: Drawn: Project No: 16-056 Approved: Building No: a WALL SECTION AT STOREFRONT WALL SECTION AT WINDOWS WALL SECTION AT STOREFRONT Sheet No: A4.2 COPYRIGHT CRAFT ARCHITECTS 2018 FRAME TYPES DOOR SCHEDULE NOTES DOOR SCHEDULE 1. ALL DOOR HARDWARE SHALL BE FULLY ACCESSIBLE PER THE PROVISIONS OF ANSI Al 17.1 SECTION 404/71.2. PER SCHEDULE PER SCHEDULE 2• AT THE MAIN EXTERIOR DOOR,LOCKS&LATCHES SHALL BE PERMITTED IF THE LOCKING DEVICE IS READILY DISTINGUISHABLE GA I I SWAY +I` I AND A READILY VISIBLE DURABLE SIGN IS POSTED ON THE EGRESS SIDE ON OR ADJACENT TO THE DOOR STATING: "THIS OPENINGS FRAMES DETAILS off/ DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED". THE SIGN SHALL BE IN LETTERS 1° HIGH ON A CONTRASTING BUSINESS PARK BACKGROUND&MEET REQUIREMENTS OF IBC 1008.1.9.3 LOCKS&LATCHES. 3. EXTERIOR DOORS TO BE STEEL,20 GAUGE,FULL FLUSH WITH FIBROUS HONEYCOMB CORE,BAKED ON PRIMER.EXTERIOR NO, TYPE W X H THK MATL GL INSUL HDW FIN TYPE MATL FIN HD JAMB SILL REMARKS DOOR FRAMES TO BE STEEL,18 GAUGE WITH 2°FACES AND 5/8"STOPS FORMED INTERNAL CORNERS MITERED,WELDED AND LLC M GROUND SMOOTH,BAKED ON PRIMER,U.N.O.. w o 4. ALL STOREFRONT ENTRY DOORS SHALL BE CERTIFIED&LABELED WITH ITS MAX.U-FACTOR&SOLAR HEAT GAIN COEFFICIENT 100 FG PAIR 3'-0 X T-0 1 3/4" ALUM TIG - A CLEAR MOD. 2 ALUM CLEAR MOD. IO/A6.2 9/A6.2 8/A6.2 BY AN INDEPENDENT AGENCY LICENSED BY THE NFRC,IN COMPLIANCE WITH THE VALUES LISTED ON SHEET CS. 101 F 3'-0"X 7'-O" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 coil voi 5. DOORS OPENING INTO SEMI-HEATED SPACE,UNCONDITIONED SPACE OR TO THE EXTERIOR TO COMPLY WITH VALUES LISTED ON ''' 102 FG PAIR 3-0 X 7-0" 1 3 4 SHEET CS. /° ALUM TIG - A CLEAR MOD. 2 ALUM CLEAR MOD. 10/A6.2 9/A6.2 B/A6.2 NELSON a 103 FG PAIR 3'-0"X 7'-0' 1 3/4 ALUM TIG - A CLEAR MOD. 2 ALUM CLEAR MOD. 1O/A6.2 9/A6.2 6/A6.2 104 F 3'-07 X 7'-C" 1 1 3/4 HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 105 FG PAIR.3'-O"X 7'-Or 1 3/4" ALUM TIG - A CLEAR MOD. 2 ALUM CLEAR MOD. 1O/A6.2 9/A6.2 8/46.2 Nelm Archttecture,Inc, 1 2 106 F 3'-T X 7'-0" 1 3/4° HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 a licensed affiliate of Nelson Worldwide,LLC DOOR TYPES DOOR HARDWARE NOTES t07 F 3'-0" X 7'-0" 1 3/4° HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 /" PER DOOR SCHEDULE TYPE A: EXTERIOR PUSH/PULL BARS,CLOSER,DEAD BOLT WITH ADA 1p8 F 3'-0"X T-O' 1 3/4° HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6:2 5/A6.2 `PYY,n _ . arch tl •cts LEVER AND BUILDING SIGNAGE'THIS DOOR TO REMAIN OPEN 109 F 3'-O"X 7'-0" 1 3/4° HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 DURING BUSINESS HOURS',WEATHER STRIPPING,&DROP SEAL PER DOOR SCHEDULE PER DOOR SCHEDULE 110 F 3'-O"X 7'-0" 1 3/4° AM - Y C PAINT I HM PAINT 7/A6.2 6/A6.2 5/A6.2 1200 Fifth Avenue I TYPE B: SECTIONAL OVERHEAD DOOR HARDWARE,LATCH ABOVE.TRACK III S - - - Y B PAINT - - - 4 A6.2 3 A6.2 2 A6.2 Suite 1300 W GUARD 12'-0" X 14'-0" / / / PADLOCK CLASP 04'-0"AFF Seattle,WA 98101 112 S 9'-0"X 10'-o" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0°AFF w w w TYPE C: STOREROOM LOCKSET,CLOSER,WEATHER STRIPING,DROP SEAL, 206.408.8500 phone LATCH GUARD&DRIP 113 5 9-or X 10'-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0°AFF w / w i cn 114 S 9'-0"X 10-0" - - - Y B PAINT - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0°AFF -.NELSONonline.com Nco p 115 S 9'-0"X 10-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0°AFF o o ij 116 S 9'-0"X 10-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0"AFF 0 o w 117 S 9'-0"X 10'-O" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0"AFF o_ w w o TIG 118 F 3'-0° X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 o- m ,119 S 9'-0"X 10'-0" - - - Y B PAINT - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP Ill AFF F(FLUSH). FG(FULL GLASS) S 120 S 9'-0°X 10'-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CUSP III AFF SECTIONAL 121 S 9-o"X 10-0° - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0"AFF W 122 S 9'-o"X 10-0° - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-0"AFF m Z Q 123 S 9-Q'X10'-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP 04'-O°AFF 124 S 12'-0" X 14'-d' - - - Y B PAINT - - - 4/A6.2 3/A6.2 2/A6.2 PADLOCK CLASP 04'-0"AFF V > 125 F 3'-0"X 7'-d' 1 3/4° HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 Z Q 0 126 F 3'-O"X 7'-0' 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 W 127 F PAIR 3'-0"X 7'-0" 1 3/4" HM - Y C PAINT 2 HM PAINT 7/A6.2 6/A6.2 5/A6.2 Q 128 F PAIR 3'-0"X 7'-0" 1 3/4" HM - Y C PAINT 2 HM PAINT 7/A6.2 6/A6.2 5/A6.2 J Z 129 F 3'-O" X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 OPENING PROTECTIVE 3-HR FIRE RATING J 130 F 3'-0° X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 OPENING PROTECTIVE 3-HR FIRE RATING Lo 131 F I 3'-0° X 7'-0° 1 3 4° HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 OPENING PROTECTIVE 3-HR FIRE RATING 0 m O Q N Flan Review By SAFEbuilt CONIAILTAW GUARDRAIL MEETS LOAD -.nttTlil rcl REQUIREMENTS OF IBC 1607.8 MAPo(UOUGL.AS L'V -CEILING PER GA FILE NUMBER 4503 -CEILING PER GA FILE NUMBER 4503 -WALL PER GA FILE NUMBER 1072 -WALL PER GA FILE NUMBER 1072 COMPENSATION CHANNEL 0 ROOF DECK FIRE-RATED 3/4"PLYWOOD DECKING 0/6° IV _ 16 GA.MTL.STUDS 0 16'O.C.MAX COMPENSATION CHANNEL 0 ROOF DECK Submittals/Revisions: --1/2 MIN:OAP DEFLECTION(L/240) LOAD BEARING WALL RATING-4 HR,UL DESIGN FIRE-RATED 3/4" PLYWOOD DECKING 0/6° 16 1/2 MIN.GAP 05 15 2D19 BUILDING PERMIT No.U919 GA..MTL STUDS 0 16°O.C.MAX DEFLECTON (L/240) PAINTED 51T GWB,OVER 8" x 1-5/8",18 GA.MTL.STUDS 0 24" O.C.MAX DEFLECTION(L/240)TO MEET SSMA ° PAINTED 5/8"GWB,OVER 8" x 1-5/B°, 18 GA „CONCRETE°' _ b INTERIOR NON-STRUCTURAL COMPOSITE .TILT-UP MTL STUDS M 24 D.C.MAX DEFLECTION (L/240)TO MEET SSMA INTERIOR a TABLE PANEL'' WAREHOUSE NON-STRUCTURAL COMPOSITE TABLE 2 LAYERS 5/8"TYP "x'GWB CEILING, PAINT FINISH.MAINTAIN 1HR.FIRE RATING ° WAREHOUSE PANTUED 518"GWB,OVER 6" MTL. LAYERS 5 e TYPE'X`cwe CEILING, ELEC FIRE PUMP STUDS 0 24°O.C.MAX DEFLECTION ELEC WAREHOUSE z PAINT FINISH MAINTAIN 1HR.FIRE (1/240)BRACED 11'-Y'.AFF PER o RATING AT PUMP ROOM STEEL STUD MANUFACTURERS ACTURERS ASSOCIATIONS(SSMA) MTL STUD RUNNER ATTACHED TO CONIC.SLAB a FIRE PUMP MTL STUD RUNNER ATTACHED TO TOP OF TILT UP MTL STUD RUNNER ATTACHED TO GONG. W CONCRETE PANEL W/.5/32° DN.LOW-VELOCITY SLAB W/5/32".DW.LOW-VELOCITY /5/32" DIA.LOW-VELOCITY POWER-DRIVEN POWER-DRIVEN FASTENER W/1 1/4° - FASTENER W/1 1/4" PENETRATION MIN.PER a POWER-DRIVEN FASTENER W/1 1/4° PENETRATION MIN.PER STUD STUD MANUFACTURER'S RECOMMENDATIONS. Sheet Title: DOOR SCHEDULE -- PENETRATION MIN.PER STUD MANUFACTURER'S MANUFACTURER'S RECOMMENDATIONS RECOMMENDATIONS.W/FIRESAFING. 8 Date: 05/15/2019 4 HR CONCRETE TILT-UP WALL 1 HR RATED PARTITION 3 WALL/CEILING PARTITION L FULL HEIGHT PARTITION 1 Design: Drawn: Project No: 16-056 s 3 Approved: Building No: e Sheet No: A6.1 COPYRIGHT CRAFT ARCHITECTS 2018 DOCK SEAL.WHERE GAYTEWAY OCCUR BACKER ROD AND SEALANT FRAME BEYOND ° ° BUSINESS PARK BOTH SIDES AL ENTRANCE a CONCRETE TILT-UP KAWNEER 451-T OR EQUAL WALL PANEL LLC '° Q STOREFRONT SYSTEM Id a - GLAZING PER ELEVATIONS - AL THRESHOLD SET IN BED OF DOOR SWEEP MASTIC-BEVEL EDGES 0 1 DRIP b VERT:2 HORIZ W/MAX EDGE C I O X ---'MNl TYPE AS SCHEDULED _ GL HEIGHT OF 1/4" G METAL ANGLE STEEL RUNNER �"m' JOINT FILLER Nelco Architecture,Inc. BACKER ROD AND SEALANT - a licensed affiliate of Nelson Worldwide,LLC a^ BOTH SIDES a - d - INSULATED SECTIONAL DOOR ON ° �° ° ° ° TIMELY STEEL FRAME 3" HEAVY-DUTY TRACK AT DRIVE `/� IN DOORS AND 2"TRACK AT CONC TILT-UP WALL PANEL — DOCK DOORS a r c n I a a c r s DOOR SILENCERS OR SMOKE SEAL '1 III- -1Y�F 200 Fifth Avenue DOOR AS SCHEDULED ° III III III—� —III- DOOR TRACK Suite 1300 -III, III — ,III, —) Seattle,WA 98101 206.408.8500 phone TNT. DOOR HEAD WINDOW JAMB ALUMINUM STOREFRONT SILL SECTIONAL DOOR HEAD w .NELSOI,Jonline.aom 1V 3' = 1'-0^ (*WINDOW 1/2"-1•-0" ® CONC TILT-UP WALL PANEL °Q a DOCK SEAL,WHERE OCCUR /W'y'� W GLAZING PER ELEVATIONS CONIC TILT-UP WALL PANEL °L,_._._- Z 8 RAIN DRIP 8 Q 'R > 5/B"LEAD EXP BOLT � V X TYPE AS SCHEDULED TYP KAWNEER 451-T OR EQUAL � Z Q Z STOREFRONT SYSTEM O HM DOOR FRAME CAST INTO PANEL STL ANGLE PER ��RR 20 GA.STEEL STUD DIM STRUCTURAL. Q V POINT lip- FILL VOID®CHAMFER W/ J W Z JAMB ANCHOR CUP SUBSILL AND END DAM SET IN BED ° SEALANT —I TIMELY STEEL FR AME OF MASTIC HM DOOR Lo / 3 8"BENT PLATE.PAINT ODOR SILENCERS a° ° ° '6 III SAFETY YELLOW - W O Q OR SMOKE SEAL CONIC TILT-UP WALL PANEL WEATHER SEAL N a e INSULATED SECTIONAL DOOR DOOR AS SCHEDULED ON Zr HEAVY DUTY TRACK At 3747 AT DRIVE IN DOORS D Y 2 3/4" TRACK AT DOCK DOORS TNT. DOOR JAMB O WINDOW SILL O TYP. HM DOOR HEAD O SECTIONAL DOOR JAMB Flan Review IJ 3.. - ,,_C., By safEbNlOt DOOR O FLOOR FINISH MATL a° CONSULTANT SAME ON BOTH SIDES CARPET OVER PAD.IF CARPET TILE TRACK BEYOND Y OF OPENING GLAZING (1/4")OR WALK-OFF MAT(5/8") Q DOOR AND TRIM—� -FLOAT FLOOR AS REQUIRED FOR CONCRETE TILT-UP WALL PANEL LEVEL TRANSITION-REFER ALSO ° TO GENERAL NOTES AL,A,N SECTIONAL DOOR DOW RESILIENT FLOOR MATERIAL SYSTEM (PAINTED) DOOR � °� d °_ — — DOOR POINT WALL BEYOND 3IT0-1/2"BRUSHED ALUM. ! tv TRANSITION STRIP AL DOOR TO MATCH ANGLE SECURED TOSLAB CPT REDUCER STRIP WINDOW SYSTEMTO MATCH RUBBER BASE ¢L DOOR AND TRIM�� TILE E7m Q DOOR AND TRIM, CARPET/CARPET TILE HM DOOR FRAME,CAST INTOCONCRETE PANEL CONCRETE SLAB OR CONCRETE SLAB RESILIENT FLOOR MATERIAL DOOR DOORHM DOORREDUCEION STRIP CPT - TRANSTIION STRIP jREDUCER STRIP TO MATCH RUBBER BASE DOOR THRESHOLD BELOW Submittals/Revisions: IE DOOR AND TRIM— CARPET/CARPET TILE Q DOOR AND TRIM�� TILE 3 4" ALUM. STOREFRONT HEAD TYP. HM DOOR JAMB SILL � O.H. DOOR 05/15/2019 BUILDING PERMIT18 SILL/FLOOR TRANSITION 10 © , ,,2„_,•_Q. ® , ,,2._,,_Q. GL HM DOOR ALUM ENTRANCE DOOR THRESHOLD SECTIONAL DOOR KAWNEER 451-T WINDOW SYSTEM OR EQUAL ° a GLAZING PER ELEVATIONS HM DOOR ° \ o ° ° E.BEYOND -- 3"z3"GALV.ANGLE W/ GONC WALL DOOR SWEEP 1/Y ANCHORS AT E a I Or BACKER ROD AND SEALANT BOTH AMAASTIHCRESHOLD SE IN BED OF _ _ OF OPENING OC FULL WIDTH Sheet Title: DOOR AND WINDOW z SIDES > DETAILS o DIM � — — PoIN —III Date: OS/15f2019 STANDARD DOCK BUMPER N III—III—� Design: KAWNEER 451-T OR EQUAL STOREFRONT SYSTEM SEALANT AND BACKER ROD BOTH ° ° III—III-1 :) ° Drawn: m "TYP s S SIDES ° � JOINT FILLER GLAZING PER ELEVATIONS —° III—III III° CONCRETE PANEL Project N0: 16-056� III—III—III a Approved: —� — — — Building No: E WINDOW HEAD ALUM. STOREFRONT JAMB TYP. HM DOOR SILL CONCRETE DOCK EDGE 0, Sheet No: A6.2 COPYRIGHT CRAFT ARCHITECTS 2018 TPO ROOF PVC DOWN SPOUT FROM NOTE:ROOF ACCESS HATCH MEETS THE HIGH POINT OF ROOF BEYOND ROOF,PAINTED FINISH 1/4" REQUIREMENTS OF IBC 1011.12.2. TPO ROOF, D DOWN -7 FULL HEIGHT OF NPLYWOOD, EXPANSION ANCHOR INTO PC GAYTEWAY FASTEN PER MANUFACTURER'S CONIC PANEL TYP 0 14 OC n RECOMMENDATIONS, _ T.O.DOCK a - CONIC TILT—UP BUSINESS PARK CURB W/INTEGRAL MINIMUM 1z O.C. 0'- AFF WALL PANEL CAP FLASHING h METAL COPING,24 GA d LLC EXTENDABLE SSIDES - -- MINIMUM,AS REQUIRED FOR 4° HEMMED DRIP EDGE POSTS,BOTH SIDES SPANS OF LADDER 70, COUNTERFLASHING SLOPE 0 !0 1 1/8" CONTINUOUS PT 1/4' STL PLATE ALIGN W/ C INSULATED CURB PLYWOOD FASCIA DOCK BUMPER HEIGHT, ASSEMBLY,FASTENED 1/4° PER 1-0' to PRE-PRIMED,PAINTED TO d ROOF HATCH PER dM NELSON DTL C A8.1 PER MANUFACTURER'S MATCH ADJACENT BUILDING / RECOMMENDATIONS RIGID INSULATION, COLOR II b STAGGERED JOINTS II 2X BLOCKING,PT I TPO ROOFING CONTINUOUS 2X NAILER Nelco Architecture,Inc. MEMBRANE OVER RIGID a licensed affiliate of Nelson Worldwide,LLC INSULATION WOOD SHEATHING HORIZ REVEAL PT BLOCKING ELEVATION 3/4" 3/4" ° WOOD TOP PLATE,PER CRAM STRUCTURAL '/ a r c n 1 t e c t S CONTINUOUS GALVANIZED PVC DOWN SPOUT FROM a CLEAT ROOF 1200 Fifth Avenue Suite 100 d TILT-UP CONCRETE ' SeattIe3WA 98101 PANEL PLAN 8" 1 1/z 2X PURUN DESIGN BASIS: 206.408.8500 phone O TYP. ROOF HATCH O TYP. ROOF SECTION NSULATONTCONFIRM WTIH ENERGYO DOWN SPOUT PROTECTOR ®TYP. VERTICAL REVEAL vVww.NELSONonline com 16 , 1/2"�1'-0" 12 1 1/2"=1'-0" CODE COMPLIANCE TABLE ON *DOWN COVERSHEET 6" METAL STUDS ROOF JOISTS BEYOND R-21 BATT INSULATION,WRAP OVER TOP TO MAINTAIN THERMAL . i FIXED SKYLIGHT BREAK. 2X WOOD CURB WITH FLASHING 1/27 ROUND DRIP EDGE LADDER CAGE RIGID INSULATION Va W Z ROOF ASSEMBLY as - SIMPSON LTP4 OR EQUIVALENT a a W CONCRETE WALL FRAMING PLATE a d PANEL ��/�11�J��[ WOOD BLOCKING a ' Q Z c L O PAINTED STEEL RIGID INSULATION,STAGGER JOINTS SHIM AS c a d M h Q_REVEAL Q /~i� LADDER `/ REQUIRED TILT-UP CONCRETE PANEL do SEE ELEVATIONS BACK EROD D 5/9' DENSGLASS GOLD Q r J (0 Z Q r� SHEATHING - \ T ? "d MOLD WITH HARDIBOARD SOFFIT,PAINT TO M MATCH ADJACENT CONRETE PANEL d W O Q BACKEROD D 4 d 3/4" -- RECESSED"IC" RATED UGHT d N FIXTURE,SEE ELEVATIONS FOR LOCATIONS O TYP. FIXED SKYLIGHT CURB SOFFIT m RECESSED_ENTRIES TYP. HORIZONTAL REVEAL Plan Review 21—r 11 ,.=,,_Q„ — 3 3„_i,_0" By SAFEbuilt METAL COPING COVER CONSULTANT (12'-C° LENGTHS,MIN.) LOW POINT OF ROOF d WOOD NAILER FINISH PER EXTERIOR p - ELEVATIONS TRO MEMBRANE d 1z WIDE 20 GA GLAV. b o 3 ANCHOR CUPS 4'-0'O.C. %ER PLAN EXTEND PARTITION ° a9 FASTENERS TO CREATE PARTIAL ------ -------- 8"WIDE CONCEALED SPLICE < TIE ROD PER STRUCTURAL a HEIGHT GUARDRAIL PLATE AT EACH JOINT d CONCRETE WALL AT PLATFORM METAL COPING d n ti STEEL CHANNEL BEYOND,PER c d PANEL METAL CONDUCTOR HEAD STRUCTURAL d a SEALANT& 22 GA METAL ROOFING,SLOPE AT a BACKER q I 1/4' PER 1'TO GUTTER LADDER TO MEET ALL �' i 8 m ..d v j!ed CURRENT OSHA SAFEII' � ° a -REQUIREMENTSMASONRY FASTENERS 5 DIA.PVC DOWNSPOUT. _ ...._..... _...... _PNT FINISH PAINTED STEEL 33 SHEET METAL GUTTER,PAINT TO n 1/2" e LADDER 3/8°SPACE ACTUAL WALL WIDTH ADJACENT CANOPY STRUCTURE SLOPE 3/4' 3/4" PLYWO DECK PROVIDED FOR VARIES );PER i'-0'TO OPENING FLOOR OVER METAL 3/87x 2 1/z FB WALL VARIATIONS STEEL CHANNEL PER STRUCTURAL JOISTS BEYOND, SIDE RAILS CONC TILT-UP WALL PANEL CANOPY DOWNSPOUT,SEE EXTERIOR SEE PARTTION ELEVATIONS 2" SubmlttolS/Revislon S: P SUPPORT STRAP, TYPES:SHEET A8.1 8'-C' OC,PNT FINISH CONTINUOUS STEEL ANGLE, 3/4"ROUND PER STRUCTURAL 05/15/2019 BUILDING PERMIT RUNGS SIDETH� 14 TYP. COPING DETAIL 10 TYP. MTL.CONDUCTOR HEAD ©CANOPY DETAIL O PLAN m TYP. OUTSIDE CORNER PARTITION, _ PER PLAN �1 CAULK,FILL TO TOP OF REGLET METAL ANCHOR CANT CONCRETE WALL _ a 18'X 3/4°CONTINUOUS v d .d PANEL SheetTitle: 8"x3'x1/4°x3' Lc PLYWOOD FASCIA a EXTERIOR DETAILS w GLE BRACKETS 0 d ffi TOP&BOTTOM 0 SEALANT'& 4'-0'OC MAX BACKER TILT-UP CONCRETE PANEL,TYP. —_ - _ _ _ Date: 05 15 2019 a a II-ID-Ill-II�TII-II aLli-m-II-iL1-T�-II=ID- -ID—II ID-ID-ID-II-ID=21'-11- -Q d PRE-PRIMED METAL COPING M 12 Design:=II—II=II—II—II—ID—II—T—ITT—u—ITI—ID�ID—Q—Q—ID—ID—ID—L—II—II /..,1 Drawn: IH-I -II-ID-ID- -III-ID-II-ID-ILL--IIl=W-ID-TIT-II-III-T-IIT- l1-]'P-�IIQ-�� - 3/4 3/4" HORIZ.REVEAL ID—III—IlI—III�IIl—III—ID—ID—III—III—II—III—III=ID=ID=ID=II—III=ID_—_II-1—m a mII�m�IDmII�II�I�➢��IIIDmID��Rm—Il�➢ IDimII�ID�IIm�� ID� 2" Project No: 16-056 —II—Il—➢—_ID—ID—III—I➢—_II—II—Il—ID—m=Ln—ID—II—L—r—ID—II—II—II�III=� IlPmT�mIIIIIIIDII�II�m�n �mIIm�m�mlIIm➢�II�II�I�ID�ID m— —T— 4 MASONRY d ELEVATIONS Approved: PER Approved: NOTE:ROOF ACCESS HATCH MEETS REQUIREMENTS OF IMC 306.5. Building No: LADDER TO ROOF COPING a PANEL OFFSET TYP PANEL JOINT AH.1 17 ,,2„=,,_D" 13 , ,,2_,_Q 0 3..= sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 i STRUCTURAL NOTES 1.4.2. CONCENTRATED LOADS:ALL MANUFACTURERS OF PRE-ENGINEERED 1.7.7. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUIRED 3.5. FIBROUS CONCRETE REINFORCEMENT 4. MASONRY GAYTEWAY LLC. COMPONENTS OR SYSTEMS SHALL LOCATE,COORDINATE,VERIFY VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL 1:1. ANY DISCREPANCY FOUND AMONG THE DRAWINGS,SPECIFICATIONS,THESE FIBROUS REINFORCEMENTFIBECONTAINING WING BE REPROCESSED POLYPROPYLENE, 4:L MORTAR WEIGHTS,ETC.,OF MECHANICAL UNITS OR OTHER CONCENTRATED STRUCTURAL ELEMENTS HAS BEEN COMPLETED.STABILITY OF THE NOTES,AND THE SITE CONDITIONS SHALL A REPORTED TO THE ARCHITECT - FIBRILLATED FIBERS CONTAINING NO REPROCESSED OLEFIN MATERIALS AND - LOADS AND DESIGN THEIR SYSTEM FOR THESE LOADS. STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF BRICK VENEER: AND THE STRUCTURAL ENGINEER,WHO SHALL CORRECT SUCH DISCREPANCY SPECIFICALLY MANUFACTURED FOR USE AS CONCRETE SECONDARY IN WRITING.ANY WORK DONE THE GENERAL CONTRACTOR.THIS RESPONSIBILITY INCLUDES BUT IS BY THE CONTRACTOR DISCOVERY OF 14.3. WIND LOADS(PER IBC SECTION 1609 AND ASCE 7 CHAPTERS 26 THRU REINFORCEMENT.VOLUME PER CUBIC YARD SHALL EQUAL AMINIMUM OF 0.1% ASTM G270,TYPE N,P,=750 PSI AT 28 DAYS, SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK.THE 30): NOT LIMITED TO JOB SITE SAFETY.ERECTION MEANS,METHODS, (Is POUNDS).FIBERS ARE FOR THE CONTROL OF CRACKING DUE TO DRYING AND SEQUENCES:TEMPORARY SHORING,FORMWORK,AND 4.2. ANCHORED MASONRY VENEER(BRICK UNITS) CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL SHRINKAGE AND THERMAL EXPANSION/CONTRACTION,REDUCTION OF DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION.THE .ULTIMATE DESIGN WIND SPEED(V,"}: 110 MPH BRACING;USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PERMEABILITY,INCREASED IMPACT CAPACITY,SHATTER RESISTANCE, 4.2.1. MATERIALS:SEE ARCHITECTURAL DRAWINGS AND PROJECT CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION BRACING,FORMWORK AND RISK CATEGORY II ABRASION RESISTANCE,AND ADDED TOUGHNESS.FIBER MANUFACTURER SPECIFICATIONS.TEMPORARY CONSTRUCTION SHORING. MUST DOCUMENT EVIDENCE OF 5 YEAR SATISFACTORY PERFORMANCE NELSON WIND EXPOSURE: C 2. SITE PREPARATIONISOIL REMEDIATION HISTORY,COMPLIANCE WITH APPLICABLE BUILDING CODES AND ASTM C•1116 4.2.2: INSTALL PER IBC SECTION 1405 AND ACI530.ANCHORS,SUPPORTS 1.2. BY THE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT,THE CONTRACTOR WARRANTS THAT: APPLICABLE INTERNAL 2.1. SOIL DATA TYPE ill4.1.3 AND ASTM C-1116 PERFORMANCE LEVEL I OUTLINED IN SECTION AND TIES SHALL BE NONCOMBUSTIBLE AND CORROSION RESISTANT Nelco AIChitectufe,Inc. ANDSHALL BE DESIGNED TO RESIST A HORIZONTAL FORCE EQUAL PRESSURE COEFFICIENT: +1-0.18 21 NOTE M FIBROUS CONCRETE REINFORCEMENT$HALL BE MANUFACTURED - - - ALLOWABLE SOIL PRESSURE 1500 PSF.ALLOW 33-113%INCREASE FOR LOADS - -TO AT LEAST TWICE THE WEIGHT OF THE VENEER. (INCL1.2:1. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE BY FIBERMESH COMPANY,40191NDUSTRY DRIVE;CHATTANOOGA,TENNES$EE, TOPOGRAPHIC FACTOR(Kg) 1.0 :FROM WIND OR SEISMIC ORIGIN.SEE GEOTECHNICAL ENGINEERING REPORT THOROUGHLY REVIEWED SUPPLIERS)HAVE CAREFULLY AND BY SONDERGARRD GEOSCIENCES PLLC DATED FEB 9,2018 AND DEC 12,2018. OR APPROVED EQUIVALENT, 4.2.3, MASONRYVENEER AND TIES{5"MAXIMUM IN THICKNESS( SND HAVE FOUND REVIEWED THE DRAWINGS AND STRUCTURAL NOTES COMPONENTS AND CLADDING:ULTIMATE DESIGN WIND PRESSURES :SEE GEOTECH REPORT FOR ALL SUBGRADE PREPARATION REQUIREMENTS AS 3.6. REINFORCING STEEL: A. MASONRY AND STONE VENEER NOT EXCEEDING YIN THICKNESS 1200 Fifth Avenue AND HAVEFOUNDTHEMCOMPLETE AND FREE FROM AMBIGUITIES TO D USED FOR THE DESIGNOFEXTERIOR COMPONENT AND WELL AS CAPILLARY BREAK AND VAPOR BARRIER RECOMMENDATIONS. SHALL BE ANCHORED DIRECTLYSuite 1300 AND SUFFICIENT FOR THE PURPOSE INTENDED. CLADDING MATERIALS IS AS FOLLOWS: 3.6.1. DETAIL,FABRICATE AND PLACE PER ACI-915 AND ACI318.SUPPORT TO STRUCTURAL MASONRY, 2.2. EXCAVATION REINFORCEMENT WITH APPROVED CHAIRS,SPACERS,OR TIES. CONCRETE OR STUDS. Seettla,WA 98101 1.2.2. THE KCONTRACTORDTHATFROM HIS OW IN EXAMINED INVESTIGATIONS, HE AS THE ZONI -12.51-51.5 PSF(10$0 FT) B. WALL TIES SHALL BE SPACED SO TO SUPPORT NOT MORE THAN .WORK AND THAT FROM HIS OWN INVESTIGATIONS,HE HAS SATISFIED EXCAVATE TO DEPTH SHOWN AND TO FIRM UNDISTURBED MATERIAL.OVER- 3.6.2. DEFORMED BAR REINFORCEMENT:ASTM A815 GR 60 208.408.8500 phone HIMSELF AS TO THE NATURE AND LOCATION OF THE WORK,AS TO ZONEi2 +12.5I-51.1 PSF(10 SOFT) EXCAVATIONS SHALL BE BACKFILLED WITH LEAN CONCRETE(f,500-1200 PSI) 2 SQUARE FEET OF WALL AREA BUT SHALL NOT BE MORE THAN 24 THE CHARACTER QUALITY,AND QUANTITIES OF MATERIAL AND .ZONE:$ +12.51.77.0 PSF(10 SQ FT) OR STRUCTURAL FILL AT THE CONTRACTOR'$EXPENSE.EXERCISE EXTREME 3.6.3, WELDABLE DEFORMED BAR REINFORCEMENT:ASTM A706 GR 60 INCHES ON CENTER HORIZONTALLY. WHERE NOTED ON STRUCTURAL DRAWINGS -NELSON-v.- DIFFICULTIESTO BE ENCOUNTERED,AS TO THE EXTENT OF CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES,TANKS,AND C. CORRUGATED SHEET METAL TIES SHALL NOT BE PERMITTED FOR EDUIPMENT AND OTHER FACILITIES NEEDED FOR THE ZONEA +30.51-33.0 PSF(10 SO FT) OTHER CONCEALED ITEMS.UPON DISCOVERY,DO NOT PROCEED WITH WORK 3.6A. LONGITUDINAL(VERTICAL)REINFORCEMENT RESISTING SEISMIC VENEER TALLER THAN 8 FEET.FOR VENEER TALLER THAN 8 FEET, PERFORMANCE OF THE WORK AND AS TO THE GENERAL AND LOCAL ZONE:5 +30.5I40.7 PSF(10 SO FT) UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM THE ARCHITECT.A AXIAL FORCES IN STRUCTURAL WALL BOUNDARY ELEMENTS SHALL ADJUSTABLE ANCHORS WITH MINIMUM CLEARANCE BETWEEN CONDITIONS,AND OTHER ITEMS WHICH MAY IN ANY WAY.AFFECT THE COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING BE ASTM A706 GR 60.ASTM A615 GR 60 MAY BE USED IF: PARTS OF 1116 INCH AND DETAILED TO PREVENT DISENGAGEMENT 1.4.4, SEISMIC LOADS(PER IBC SECTION 1613 AND ASCE 7 CHAPTERS 11 WORK OR ITS PERFORMANCE. EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT SHALL BE USED WALL TIES SHALL BE CORROSION RESISTANT THRU 13): OF REINFORCING STEEL.PROVIDE DRAINAGE AS NECESSARY TO AVOID A. EXCEEDTHE THEUAL SPECIFIELD IED GTH BASEDONHANILL TESTS DOES NOT 1.25 THE CONTRACTORANDCTORANDALL WORKERS HE INTENDS TO USE ARE RISK CATEGORY: II WATER-SOFTENED SUBGRADE EXCEED THE SPECIFIED YIELD BY MORE THAN 18 KSI AND. D. CORRUGATED SHEET METAL ANCHORS SHALL BE AT LEAST 718` SKILLED AND EXPERIENCED I GS AND OF CONSTRUCTION B. THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRENGTH TO THE WIDE WITH A BASE METAL THICKNESS OF 0.03INCHES AND SHALL REPRESENTED BY THE DRAWINGS AND DOCUMENTS BID UPON. SEISMIC IMPORTANCE FACTOR(1.): 1.0 2.3. FILL,SACKFILL AND COMPACTION ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25;AND HAVE.CORRUGATIONS WITH A WAVELENGTH OF 0.3-0.5INCHES AND 1.2.4. NEITHER THE CONTRACTOR NOR ANY OF HIS EMPLOYEES,AGENTS, S.: 1.063 BACKFILL AGAINST WALLS SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL AN AMPLITUDE OF 0.06-0.10 INCHES, INTENDED SUPPLIERS,OR SUBCONTRACTORS HAVE RELIED UPON C. MINIMUM ELONGATION IN 8-INCH SHALL.BE AT LEAST 14%FOR#3 OF ALL MATERIAL SUBJECT.TO ROT OR CORROSION.ALL FILL PLACED AGAINST E. SHEET METAL ANCHORS SHALL BE AT LEAST 7t8"WIDEWITHA Si: 0.413 LTHRU EAST 1 BARS,414THLEAST I2%FOR#TTHRU#11 BARS,AND AT ANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED OR RETAINING WALLS OR BASEMENT WALLS SHALL BE FREE GRAINING GRANULAR BASE METAL THICKNESS OF 0.061NCHES AND SHALL BE BENT, UNAUTHORIZED FROM THE OWNER OR HIS EMPLOYEES OR AGENTS, SITE CLASS: D MATERIAL.STRUCTURAL FILL OTHER THAN PEA GRAVEL SHALL BE GRANULAR LEAST 10%FOR#14 THRU#18.. NOTCHED,OR PUNCHED TO PROVIDE ADEQUATE PULL-OUT OR INCLUDING THE ARCHITECT OR ENGINEERS,IN ASSEMBLING THE BID PLACED IN MAXIMUM LOOSE LIFTS OF 8-INCHES AND COMPACTED TO AT LEAST 3.6.5. WELDED WIRE FABRIC:ASTM A-1858 ASTM A-82 FV=65 KSI PUSH-THROUGH PERFORMANCE. FIGURES. S.: 0762 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-1557(MOD w PROCTOR).PEA GRAVEL FILL SHALL HAVE A MAXIMUM PARTICLE.SIZE OF 318" 3.6.6. EXCEPT C NOTED SPECIFICALLY ON THE DRAWINGS,ALL CONCRETE - F. WIRE ANCHORS SHALL BEAT LEAST WIRE SIZE FORM N EXTENSION INCH MM 1.2.5. THE REQUIREMENTS CONTAINED WITHIN THIS SECTION SUPERSEDE Sot 0.437 REINFORCEMENT SHALL BE LAPSPLICEDAS FOLLOWS: DIAMETER)AND SHALL HAVE ENDS BENT TO FORM AN EXTENSION � W z Q REQUIREMENTS AND/OR RECOMMENDATIONS CONTAINED IN THE DIAMETER. SEISMIC DESIGN CATEGORY: D FROM THE BEND OF AT LEAST 2INCHES. BRID"CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND #6 AND SMALLER 48 X BAR DIAMETER > BRIDGES',AS WELL AS CASE DOCUMENT 962-0"A GUIDELINE DESIGN BASE SHEAR: V=Csx W : #7 AND LARGER 56 X BAR DIAMETER ". G. PINTLE ANCHORS SHALL HAVE ONE OR MORE PINTLE LEGS OF ADDRESSING COORDINATION AND COMPLETENESS OF STRUCTURAL SEISMIC RESPONSE COEFFICIENT(C,): 0.152 3 STRUCTURAL CONCRETE NO MORE THAN 50%HORIZONTAL OR VERTICAL BARS SHALL BE WIRE SIZE W2.8(0.189 INCH DIAMETER)AND AN OFFSET NOT. � Q Z CONSTRUCTION DOCUMENTS" 3.1 GENERAL SPLICED AT ONE LOCATION EXCEEDING 1 114". O 1.2.6. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE ANALYSIS PROCEDURE USED; EQUIVALENT H. WIRE COMPONENTS OF ANCHORS OR JOINT REINFORCING SHALL W LATERAL FORCE ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING THE 3.6.7. EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS,PROVIDE NOT HAVE DRIP BENDS. ARE AWARE OF AND ACKNOWLEDGE THAT CLOSE COORDINATION PROCEDURE REQUIREMENTS OF ACI-301,"SPECIFICATIONS FOR STRUCTURAL CONCRETE CORNER BARS TO MATCH QUANTITY AND DIAMETER OF HORIZONTAL Q AMONG ARCHITECTURAL,STRUCTURAL,MECHANICAL,ELECTRICAL FOR BUILDINGS."PROPORTIONING OF INGREDIENTS FOR EACH.CONCRETE MIX REINFORCEMENT AND LAP WITH HORIZONTAL REINFORCEMENT AS I. WALL TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG k 18 AND OTHER TRADE DRAWINGS IS REQUIRED. SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI-301. FOLLOWS: THAT WILL ENGAGE OR ENCLOSE A HORIZONTAL WI.4(0.148INCH _j (4 Z 1.2.7. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE SEISMIC FORCE- RESPONSE OVERSTRENGTH PLACE CONCRETE PER ACI-304 AND CONFORM TO AC15D4(306)FOR WINTER #6 AND SMALLER 48 X BAR DIAMETER DIAMETER)JOINT REINFORCEMENT WIRE.THE JOINT $HALL RECOGNIZE THAT THE PROJECT CONTRACT DOCUMENTS RESISTING SYSTEM MODIFICATION FACTOR,Du CONCRETING AND AC1505(305)FOR HOT WEATHER CONCRETING.USE REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES Q L J #7 AND LARGER 66 X BAR DIAMETER O INCLUDE THE ARCHITECTURAL,STRUCTURAL,MECHANICAL AND COEFFICIENT,R INTERIOR MECHANICAL VIBRATORS WITH 7,000 RPM MINIMUM FREQUENCY.DO BETWEEN TIES PERMITTED. NOT OVER-VIBRATE.CONCRETE SHALL BE.PLACED MONOLITHICALLY BETWEEN THESE CORNER BARS SHALL BE PLACED AT ALL CORNERS AND J. WALL TIE ASSEMBLIES SHALL BE BY HOHMANN BARNARD OR ELECTRICAL AND OTHER TRADE DRAWINGS AND SPECIFICATIONS O Q PREMATURE DR IN CONTROL JOINTS PROTECT ALL CONCRETE FROM INTERSECTIONS IN CONCRETE FOOTINGS AND WALLS. APPROVED EQUIVALENT.CONTRACTOR SHALL SUBMIT TO A.BEARING WALL SYSTEMS: PREMATURE DRYING,EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN N 1.2.8. CONTRACTOR AND ALL SUBCONTRACTORS ACKNOWLEDGE THAT GAYS AFTER PLACING 3.8.8. LAP WELDED WIRE FABRIC I2"OR ONE SPACING PLUS 2',.WHICHEVER ENGINEER FOR APPROVAL OF PROPOSED WALL TIE SYSTEM CLOSE COORDINATION BETWEEN DISCIPLINES INCLUDED WITHIN THE 1.SPECIAL REINFORCED IS MORE. INCLUDING ANCHORAGE DETAILS). CONTRACT DOCUMENTS IS NECESSARY.ELEMENTS THAT WILL CONCRETE SHEAR WALLS 5 2 3.2. STRENGTH 3.7. CONCRETE COVER ON REINFORCING SHALL BE AS FOLLOWS(UNLESS SHOWN 4.2.4. AT OPENINGS IN MASONRY VENEER,THE GENERAL CONTRACTOR REQUIRE CLOSE COORDINATION BY THE CONTRACTOR INCLUDE(BUT .NOTE:TABULATED OVERSTRENGTH FACTOR HAS BEEN REDUCED IN TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS: OTHERWISE): SHALL PROVIDE GALVANIZED LINTEL ANGLES OR GALVANIZED RELIEF ARE NOT LIMITED ACCORDANCE WITH ASCE 7 TABLE12.2-1 FOOTNOTE G FOR SLABS ON GRADE 4000 PSI BOTTOM OF FOOTINGS 3" ANGLES AS INDICATED ON STRUCTURAL DRAWINGS. A. VERIFICATION OF ALL DIMENSIONS INDICATED ON THE STRUCTURES WITH FLEXIBLE DIAPHRAGMS. FORMED EARTH FACE AND SLAB ON GRADE 2" pp ARCHITECTURAL AND STRUCTURAL DRAWINGS FOOTINGS 3000 PSI WALLS,WEATHER FACE 1-112" .Plan Review B. DETERMINATION OF ALL COLUMN LOCATIONS 1:5. STATEMENT OF SPECIAL INSPECTIONS VERTICALLY FORMED WALLS 4000 PSI WALLS,INSIDE FACE 1" 5. METALS �y SAFEbulit C. DETERMINATION AM E FLOOR,TOP OF STEEL,WALL PLATE TILT UP WALL PANELS 4000 PSI BEAMS TO STIRRUPS 1-112" COLUMNS TO TIES 1-112" 5.1. STRUCTURAL STEEL.GENERAL REQUIREMENTS AND/OR TOP OF BEAM ELEVEV ATIONS SEE STATEMENT OF SPECIAL INSPECTION AND TESTING SHEET50.4.. 51.1. ALL DETAILING FABRICATION,AND ERECTION SHALL CONFORM TO 16 SHOP DRAWINGS CONCRETE SUPPLIER TO PROVIDE TEST RECORDS PER SECTION 26 4 L ACI 'BOTTOM OF ELEVATED STRUCTURAL SLAB 3l4° . AISC 360.10"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", D. DETERMINATION OF TOP OF FOOTING ELEVATIONS AND FOOTING 316.WHEN PRIOR EXPERIENCE OR TRIAL MIXTURE DATA ARE AVAILABLE, BLE, 3.8. CONSTRUCTION AND CONTROL JOINTS AISC.341-10'SEISMIC PROVISIONS FOR STRUCTURAL STEEL STEP LOCATIONS 1.6.1. SUBMIT SHOP DRAWINGS TO THE ARCHITECTIENGINEER FOR THE THE WATERICEMENT RATIO FROM THE TABLE BELOW MAYBE USED,BUT ONLY CONSULTANT dt. BUILDINGS'AND ABC 303-10"CODE OF STANDARD PRACTICE FOR FOLLOWING: WHEN SPECIAL PERMISSION IS GIVEN BY ENGINEER. 3.8.1. UNLESS NOTED OTHERWISE,LOCATION OF THE CONSTRUCTION OR ,y E. MECHANICALIELECTRICAL EQUIPMENT LOCATIONS AND WEIGHTS CONTROL JOINTS IN SLAB ON GRADE SHALL NOT EXCEED THE .STEEL BUILDINGS AND BRIDGES"EXCEPT AS AMENDED.BY THESE F. LOCATION AND SIZE OF ALL MECHANICAL/ELECTRICAL A. CONCRETE MIX DESIGN SUBMITTALS MAXIMUM ABSOLUTE WATERICEMENT RATIO BY WEIGHT FOR CONCRETE MIXES DISTANCES NOTED BELOW.JOINTS SHALL BE LOCATED ON COLUMN STRUCTURAL NOTES. e WITHOUT TEST RECORDS SHALL BE AS FOLLOWS:PENETRATIONS THROUGH WALLS AND FLOORS/ROOFS B. REINFORCING STEEL GRIDS OR UNDER PERMANENT PARTITIONS TO THE GREATEST 5.2. STRUCTURAL STEEL' G. COORDINATION WITH DESIGNERS/SUPPLIERS PRE- C. STRUCTURAL AND MISCELLANEOUS STEEL INCLUDING WELD EXTENT POSSIBLE. ADDITIONAL.JOINTS SHALL BE REQUIRED AT REENTRANT CORNERS AND CORNERS OF SLAB DEPRESSIONS OR 5.2.1. STEEL W SHAPES SHALL BE ASTM A992 Fy 50 KSLbTHER SHAPES ENGINEERED COMPONENTS(JOISTS,TRUSSES,,S STAIRS,ETC.) INSERTS AND ANCHORS SPECIFIED NON-AIR AIR- PENETRATIONS.SEE ARCHITECTURAL DRAWINGS FOR JOINT AND PLATES SHALL BE ASTM A36 Fy 36 KSI. t• COMPRESSIVE ENTRAINED ENTRAINED LAYOUT AT EXPOSED CONCRETE CONDITIONS.PROVIDE JOINT 5.2.2, -.STEEL PIPE SECTIONS(PIPE)SHALL BE ASTM A53 TYPE E OR S. [Bloom 1.2.9. THECONRACINGRAY BERE ACKNOWLEDGES THAT COMPLETE SHORING D. PRE-ENGINEERED STEEL JOISTS AND JOIST GIRDERS' STRENGTH CONCRETE CONCRETE AND/OR BRACING MAY BE REQUIRED TO COMPLETE THE PROJECT. SEALANT PER SPECIFICATIONS-INSTALL PER MANUFACTURER GRADE B,F,=35 KSI. rncoMA-sEAT1LL-sI=oKANe•TRICInes DESIGN AND IMPLEMENTATION OF TEMPORARY SHORING AND/OR E. TILT UP WALLS RECOMMENDATIONS. BRACING DURING CONSTRUCTION IS THE SOLE RESPONSIBILITY OF F. PRE-ENGINEERED STEEL STAIRS' 6.2.3. RECTANGULAR AND ROUND HOLLOW STEEL SECTIONS(HSS)OR 2215 Nunn 3DIh street suite 300 T. ,WA 98403 3000 PSI 0.58 0.46 6"SLAB ON GRADE 18'-0"O.C. TUBE STEEL SECTIONS ITS)SHALL BE ASTM A500,GRADE B,Fy=46 KSI 253.383.24221a 253.383.2572 FW .Ubi-wEB THE CONTRACTOR, `DEFERRED SUBMITTALS:PRE-ENGINEERED ITEMS$HALL BE 4000 PSI 0.44 0.35 3.8.2. CONSTRUCTION JOINT SPACING IN WALLS SHALL NOT EXCEED 50'ON (Fy=42 KSI FOR ROUND SECTIONS) 1.2.10 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE SUBMITTED TO THE BUILDING OFFICIAL AFTER REVIEW BY THE CENTER EXCEPT AS DIRECTED BY THE ARCHITECTIENGINEER. 5.2.4. BOLTS SHALL MAKE CONSIDERATION FOR,AND INCLUDE MONIES FOR THE ENGINEER OR RECORD AS A DEFERRED SUBMITTAL. ABOVE IN THE PREPARATION OF THEIR BIDS. 1.6.2. SHOP DRAWING REVIEW NOTES 3.3, MATERIALS 3.9. CONDUIT AND PIPING EMBEDDED IN CONCRETE A MACHINE BOLTS NOT SPECIFIEDAS HIGH STRENGTH SHALL BE 1.2.11. THE CONTRACTOR SHALL NOT SCALE THE ARCHITECTURAL AND ASTM A307 GRADE A. 3.3.1. CEMENT:ASTM C150,TYPE I OR TYPE II.ENGINEER'S APPROVAL IS 39.1. ELECTRICAL PLACED BELOW NOT BE PLACED WITHIN A SLAB ON & STRUCTURAL DRAWINGS FOR LOCATIONS OF ELEMENTS NOTED A. ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR NEEDED FOR USE OF TYPE III CEMENT. GRADE,BUT PLACED BELOW THE SLAB IN THE SUB-BASE. B. HIGH STRENGTH BOLTS SHALL BE ASTM F3125 GRADE A325 OR ABOVE. GENERAL TS(PLANS AND SMITH THE PROJECT CONSTRUCTION 3.9,2. NO JOISTS,BEAMS OR GIRDERS SHALL BE SLEEVED FOR PIPING OR GRADE A490 AS INDICATED ON STRUCTURAL DRAWINGS.ALL DOCUMENTS(PLANS AND SPECIFICATIONS). 3.3.2: COARSE AND FINE AGGREGATE.ASTM C33. BOLTS$HALL BE CONSIDERED BEARING TYPE WITH THREADS 1.2.12 ELECTRONIC COPIES OF MODELS) MAYUCTURAL DRAWINGS(POPS,CAD CONDUIT EXCEPT AS NOTED ON THE STRUCTURAL DRAWINGS OR AS INCLUDED IN SHEAR PLANE CONNECTION TYPE N UNLESS NOTED B. ENGINEER OF RECORD REVIEW OF SHOP DRAWINGS SHALL NOT 3.3.3. WATER SHALL BE CLEAN AND POTABLE. APPROVED BY ARCHITECTIENGINEER. ( ) DRAWINGS OR BIM MODELS)MAYBE PROVIDED TO THE OTHERWISE.ALL HIGH STRENGTH BOLTED CONNECTIONS SHALL CONTRACTOR FOR THEIR USE.THESE FILES MAYBE PROVIDED AT RELIEVE THE GENERAL OP DRAWINGS OF THEIR RESPONSIBILITY 810NAL THE REQUEST OF THE CONTRACTOR FOR THEIR CONVENIENCE FOR REVIEW OF THE SHOP DRAWINGS FOR COMPLIANCE WITH THE 3.3.4. FLYASH:ASTM C618 CLASS C(CLASS F MAY BE ALLOWED IF 3.10.GROUT FOR BEARING PLATES 8E INSTALLED WITH NUTS CONFORMING TO ASTM A583 AND H Q PROJECT REQUIREMENTS. APPROVED BY THE STRUCTURAL ENGINEER) HARDENED WASHERS CONFORMING TO ASTM F436. ONLY.THE CONTRACTOR AGREES THAT THESE FILE$SHALL NOT THE NON-SHRINK GROUT SHALL MEET ASTM C1107 GRADEBOR EQUIVALENT SUPERSEDE INFORMATION SHOWN ON THE ORIGINAL BID/ C. APPROVAL OF THE SHOP DRAWINGS BY THE ENGINEER OF 3.3.5." GROUND GRANULATED BLAST FURNACE SLAG(GGBFS):ASTM C989 (MASTERFLOW 928 BY BASF OR APPROVED EQUIVALENT).GROUT SHALL BE A C SUbn'llttOIs/Revisions: ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED PER THE CONSTRUCTION DOCUMENTS.THE CONTRACTOR AGREES TO HOLD RECORD SHALL NOT BE CONSIDERED AS A GUARANTEE BY THE GRADE 100 OR 120.GGBFS SHALL NOT BE PERMITTED UNLESS PRE-PACKAGED HYDRAULIC CEMENT BASED MINERAL AGGREGATE GROUT, SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH THE STRUCTURAL ENGINEER HARMLESS FOR ANY ERRORS OR ENGINEER THAT THE SHOP DRAWINGS COMPLY WITH ALL PROJECT REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER MIX MIXED,PLACED AND CURED AS RECOMMENDED BY THE MANUFACTURER. BOLTS(LATEST EDITION)BY THE RESEARCH COUNCIL ON PERMIT SUBMNTAL 04/19/19 DISCREPANCIES CONTAINED WITHIN THESE ELECTRONIC FILES. REQUIREMENTS. DESIGNS SUBMITTED INCLUDING GGBFS SHALL INCLUDE SHRINKAGE COMPRESSIVE STRENGTH SHALL EXCEED 6000 PSI AT 28 DAYS. STRUCTURAL CONNECTIONS(WWW.BOLT000NCILORG). 1.2.13.. THE BID FIGURE IS BASED SOLELY UPON THE CONSTRUCTION D. CONCURRENT SHOP DRAWING REVIEW SHALL ONLY BE PERMITTED TEST RESULTS AT 28 DAYS. 3,11,TILT UP CONCRETE WALLS 5.2.5. STEEL ANCHORAGE ELEMENTS; CONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN OR IF APPROVED BY THE ARCHITECT/ENGINEER OF RECORD PRIOR TO 3A, ADMIXTURES 3.11.1. TYPICAL AND SPECIAL REINFORCEMENT SHOWN ON PANEL A. THREADED RODS SHALL BE ALL-THREAD.(Fy=36 K31)U.N.O. VERBAL REPRESENTATIONS. THE START OF SHOP DRAWING REVIEW. 3.4.1.: WATER REDUCING ADMIXTURE:ASTM C494.ADMIXTURES SHALL BE ELEVATIONS IS DESIGNED FOR FORCES OCCURRING AFTER PANEL IS 1.3. CODES 1.7. MISCELLANEOUS USED IN EXACT ACCORDANCE WITH MANUFACTURER'S IN PLACE AND TIED TO ROOF AND FLOOR DIAPHRAGMS..USE B. WELDED HEADEDWELDING,INC. DS PPROV'NELS N STUDS"SHALL DE BY NELSON INSTRUCTIONS. STRONGBACKS AND EXTRA REINFORCEMENT AS REQUIRED AND ASTMSTUD Al8.STU S SHALL L HAVE MINIMUM FL OF COMPLYING WITH L3A ALL METHODS,MATERIALS AND WORKMANSHIP SHALL CONFORM TO Z1. VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. DIRECTED BY PANEL LIFT INSERT MANUFACTURERISUPPLIER FOR ASTMA108.STUDS SHALL HAVE A MINIMUM F"OF 65 KSI. ADOPTED BYT ELO AL BUILDING A CODEUTHORITY (IBC)ASAMENDED AND THE3.4.2. WATER CONGESTED AREAS URES CONCRETE B M,COLUSED COLUMNS AND VILYWALLS ERECTION PURPOSES.LIFT INSERT MANUFACTURERISUPPLIER C. ANCHOR RODS:ANCHOR RODS SHALL BE ASTM F 1554 F=36 KSI 1.7,T. VERIFY WALLS AND LOCATION U AL,OPENINGS IN AND FLOORS,ROOF SHALL ANALYZE PANELS FOR ADEQUACY DURING COMPLETE LIFTING WITH HOOKED END AT STUD WALL CONNECTIONS UNLESS NOTED ADOPTED BY THE LOCAL BUILDING AUTHORITY. CONGESTED AREAS(LE.CONCRETE BEAMS,COLUMN$ANb WALLS AND WALLS WITH ARCHITECTURAL,MECHANICAL AND ELECTRICAL WITH REINFORCING SPACING OF 4"OR LESS} 1.3.3: ALL REFERENCES TO OTHER CODES,STANDARDS AND DRAWINGS: OPERATION FROM HORIZONTAL TO VERTICAL,INCLUDING LATERAL :OTHERWISE..AT COLUMN LOCATIONS ANCHOR RODS$HALLBE . - .SPECIFICATIONS,(ACI,ASTM,ETC.),SHALL BE FOR THE EDITION 3.4,3. CONCRETE USING ADMIXTURES TO PRODUCE PLOWABLE CONCRETE TRANSPORT(WALKING)OF PANELS. ASTM F1554,F,=36 KSI WITH HEADED OR THREADED/NUTTED END. 1.7.3, CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE 3.11.2. ALL PANEL DIMENSIONS ON FOUNDATION PLANS ARE TO CENTER CURRENTLY REFERENCED BY IBC AS AMENDED AND ADOPTED BY MAY USED SUBJECT TO ENGINEER'S APPROVAL. TACK WELD NUT TO ANCHOR ROD UNLESS NOTED OTHERWISE. THE LOCAL BUILDING AUTHORITY. DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS WHERE NOTED,HIGH STRENGTH ANCHOR RODS SHALL BE ASTM PROJECT AS APPROVED BY THE ARCHITECT[ENGINEER. 3.4.4. AIR ENTRAINMENT:ASTM C260 AND ASTM C494 ENTRAIN 5% LINES OF CONNECTIONS.DO NOT SCALE PANEL ELEVATIONS. F1654,Fy=105 KSI WITH DOUBLE NUTTED PLATE WASHER: 1.4. DESIGN CRITERIA 1.7.d, SEE ARCHITECTURAL,MECHANICAL AND ELECTRICAL DRAWINGS FOR PLUSIMINUS 15%BY VOLUME IN ALL CONCRETE.EXPOSED TO 3.11.3. DO NOT CUT OR DRILL PANELS WITHOUT APPROVAL OF ENGINEER WEATHER, UNLESS SHOWN OR INDICATED ON STRUCTURAL DRAWINGS. 1.4.1. UNIFORM LOADS: DIMENSIONS AND LOCATIONS OF OPENINGS NOT DIMENSIONED OR SHOWN ON STRUCTURAL PLANS. 3.4.5. NO OTHER ADMIXTURES PERMITTED UNLESS APPROVED BY THE 3.11.4. SEE SPECIFICATIONS FOR FINISHES,CURING,ETC. Sheet Title: 17.5. SEE ARCHITECTURAL,MECHANICAL AND ELECTRICAL.DRAWINGS FOR ENGINEER. 3.11.6. GROUT UNDER PANEL WITH A9SACK PEA GRAVEL CONCRETE NOTESCONTINUEON$HEFTS0.2 LOCATION LIVE LOAD DEAD LOAD LOCATIONS AND WEIGHTS OF ALL MECHANICAL AND ELECTRICAL GROUT MIX(Pc=5000 PSI AT 28 DAYS).) STRUCTURAL NOTES EQUIPMENT INCLUDING HOUSEKEEPING PADS. 3.11.6.' PANELS DRAWN SHOW TYPICAL LOCATIONS OF PANEL CONNECTIONS ROOF 25 PSF(SNOW) ACTUAL 116. FOR PIPES,CONDUITS,DUCTS AND MECHANICAL EQUIPMENT AND ADDITIONAL REINFORCING FOR MOST PANEL OPENINGS.NOT Dote: 04/19/19 SLAB ON GRADE 250 PSF ACTUAL SUPPORTED OR BRACED FROM STRUCTURE:CONFORM TO SHEET ALL EMBEDDED ITEMS AND MECHANICAL AND ELECTRICAL METAL AND AIR CONDITIONING CONTRACTORS NATIONAL PENETRATIONS ARE SHOWN.CONTRACTOR SHALL COORDINATE Design: AMP THIS IS NOT GROUND SNOW LOAD ASSOCIATION,INC„PUBLICATION"APPENDIX E:SEISMIC RESTRAINT .PENETRATIONS WITH MECHANICAL AND ELECTRICAL AND MANUAL GUIDELINES FOR MECHANICAL SYSTEMS."ALL BRACING REINFORCING PER PLANS. WHERE LIVE S OF COMMERCIAL OR INDUSTRIAL BUILDINGS AND SUPPORTS SHALL BE DESIGNED FOR SEISMIC HAZARD LEVEL Drawn: EDD EXCEED 50 PSF,F,SUCH DESIGN LOADS SHALL BE POSTED IN THAT (SHL)B.SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPA 3.11.7. GENERAL CONTRACTOR SHALL INCLUDE AN ALLOWANCE FOR :PART OF EACH STORY IN WHICH THEY APPLY PAMPHLET I3. STACKING OF PANELS OR RAT SLABS AS REQUIRED WHERE PFOJBCt No: 2170892.20 ADEQUATE CASTING AREA IS NOT AVAILABLE AT INTERIOR BUILDING SLAB ON GRADE AREAS Approved: DLB Building No: Sheet No: V O. 1 COPYRIGHT N_'1SO\/CRAFT 2019 D. EXPANSION ANCHORS SHALL BE CARBON STEEL AS NOTED IN THE 5.3. WELDING 62. CARPENTRY HARDWARE GAYTEWAY LAC, FOLLOWING TABLE.ANCHORS IN CONCRETE SHALL HAVE BEEN 5.3.1. ALL WELDING SHALL BE IN ACCORDANCE WITH THE"STRUCTURAL 6.2.1, MACHINE BOLTS SHALL BE ASTM A-307. TESTED D ACCORDANCE WITH ACI APPLICATIONS. ANDIOR.ANC AC193 FOR WELDING CODE,"AWS D1.1,AWS D1.4 AND AWS D1.8 AS CRACKED CONCRETE AND SEISMIC APPLICATIONS.ANCHORS 6.2:2. PROVIDE MALLEABLE IRON WASHERS(MIW)OR HEAVY PLATE CUT SHALL HAVE A CURRENT CODE REPORT THAT COMPLIES WITH THE APPROPRIATE. WASHERS WHERE BOLT HEADS,NUTS OR LAG SCREWS BEAR ON. CURRENT EDITION OF THE IBC AND SHALL BE RATED FOR USE IN 5.3.2. ALL WELDING SHALL BE BY CERTIFIED WELDERS;USE 70 KSI LOW WOOD. THE SEISMIC DESIGN CATEGORY NOTED IN THE DESIGN CRITERIA HYDROGEN FILLER METAL,AND SHALL BE PROTECTED PER AWS 01.1 6.2.3. NAILS SHALL BE COMMON;:AMERICAN ORCANADIAN SECTION OF THESE NOTES. UNTIL USE.FOR ALL FULL PENETRATION WELDS,FILLER METAL:POUND AT-20°F. MANUFACTURER ONLY WITH MIN.DIAMETERS AS FOLLOWS: , SHALL BE NOTCH TOUGH TO MEET CHARPY V•NOTCH OF 20.FOOT• ��O EXPANSION ANCHORS COOP 5.3.3. NO WELDING OF REINFORCING STEEL SHALL BE ALLOWED EXCEPT NAIL MINIMUM MINIMUM IN CONCRETE REPORT WHERE SHOWN.ALL WELDING OF REINFORCEMENT SHALL BE PER .SIZE NAILSHANK NAIL - Nelco Architecture,Inc. ANSVAWS CIA.THE FOLLOWING FILLER METAL SHALL BE USED : DIAMETER LENGTH HILT[KWIK BOLT TZ ICC ESR-1917 WHEN WELDING REINFORCEMENT: SIMPSON STRONG-BOLT 2 ICC ESR-3037 A. FOR WELDING OF ASTM A706 GR 60 REBAR,80 KSI FILLER METAL. 1200 Fifth Avenue 8d 0.131" Z 112" B. FOR WELDING OFASTM A615 GR 60 REBAR NOT PERMITTED. 10d 0.148" 3` DEWALTIPOWERS POWERSTUO+Sp2 ICC ESR-2502 Suite 1300 C. FOR WELDING OF ASTM A615 GR 40 REBAR,NOT PERMITTED. 12d 0.148" 3U4" Seattle,WA 98101 16d SINKER 0.146" 3 V4„ 5.3A. ALL FULL PENETRATION FIELD AND SHOP WELDS SHALL BE FULL TIME 16d 0.162" '3112" E. HEAVYEIN UN CONCRETEIMASONRY SCREW ANCHORS SHALL BE INSPECTED AND TESTED BY NON-DESTRUCTIVE PROCEDURES. 20d 0.192" 4" - 206.408.8500 phone USED N DRY INTERIOR CONDITIONSANDSHALL BE AS NOTED IN RESULTS OF TESTS SHALL BE SUBMITTED FOR REVIEW BY THE THE FOLLOWING TABLE: STRUCTURAL ENGINEER. —NELSON—com 5.4. WELDING PROCEDURE SPECIFICATION(WPS) 6.2A. LAG SCREWS SHALL MEET THE REQUIREMENTS OF ANSVASME HEAVY DUTY CONCRETEI CODE REPORT 81821 WOOD SCREWS SHALL MEET THE REQUIREMENTS OF MASONRY SCREW ANCHORS 5.4.1. FOR ALL WELDING OF REINFORCING STEEL,NON PREQUALIFIED ANSIIASME BIB.6.1. WELDS AND ALL WELDING OF COMPONENTS WHICH ARE PART OF 6.2.5. ANCHORS AND CONNECTIONS SHALL BE SIMPSON,LISP,OR ICC THE SEISMIC FORCE RESISTING SYSTEM,CONTRACTOR SHALL (INTERNATIONAL CODE COUNCIL)APPROVED.ALL FASTENERS SHALL HILTI KWIKAUS-EZ ICC ESR-3027(CONC) SUBMIT A WELDING PROCEDURE SPECIFICATION(WPS)TO ENGINEER BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS UNLESS FOR.APPROVAL.PRIOR TO WELDING,EACH WPS SHALL INCLUDE ALL ICC ESR-3056(CMU) OTHERWISE SHOWN.SUBSTITUTED CONNECTIONS SHALL HAVE NECESSARY INFORMATIONASFOLLOW REQUIRED BY AWS DI.I,AWS DI.4 AND TABULATED CAPACITY EQUAL TO OR GREATER THAN THE SPECIFIED SIMPSON TITEN HD ICC ESR-1056(CONC) .AWS 61 8 AND AS FOLLOWS: CONNECTOR. ICC ESR-1056(CMUj A. APPLICABLE BASE METAL TYPES AND THICKNESSES.. DEWALTIPOWERS WEDGE BOLT-, ICC ESR-2526(CONIC) 8.2:6. CORROSION RESISTANT HARDWARE AND FASTENERS: B. SKETCH OF JOINT INDICATING APPLICABLE DIMENSIONS. ICC ESR-1878(CMU) A FASTENERS AND HARDWARE EXPOSED TO WEATHER OR IN INDIVIDUAL PASSES SHALL BE IDENTIFIED AND NUMBERED TO UNHEATED PORTIONS OF THE BUILDING SHALL BE MECHANICALLY IDENTIFY THE SEQUENCE THE SKETCH SHALL IDENTIFY THE OR HOT DIPPED GALVANIZED PER ASTM B695-CLASS 55 OR ASTM W MAXIMUM THICKNESS AND BEAD WIDTH.IN NO CASE SHALL THE M F. ADHESIVE ANCHORS SHALL BE THREADED ANCHOR RODS D I LAYER THICKNESS EXCEED 1l4'NOR THE BEAD WIDTH EXCEED 518." SHALLCLASS D.HARDWARE U CONTACT WITH COATING TREATED WOOD M Z Q - REBAR DOWELS USING AN INJECTABLE ADHESIVE AS NOTED IN SHALL CONFORM TO A MINIMUM GALVANIZED COATING OF G185 OR THE FOLLOWING TABLE.ANCHORS IN CONCRETE SHALL HAVE C. PREHEAT REQUIREMENTS. - AS NOTED BELOW. w BEEN TESTED IN ACCORDANCE WITH ACI 355.4 AND/OR ICC-ES AC- D. ELECTRICAL CHARACTERISTICS(I.E.,CURRENT,VOLTAGE,TRAVEL B. IF PRESERVATIVE TREATMENT USED IS ACZA(AMMONIACAL 308 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS.ANCHORS SHALL HAVE A CURRENT CODE REPORT THAT COMPLIES SPEED, ),I ETC.). COPPER ZINC ARSENATE),F THE CHEMICAL RETENTION LEVEL IS AWPA USE CATEGORY E OR GREATER,OR IF THE O Q Z WITH THE CURRENT EDITION OF THE IBC AND SHALL BE RATED FOR E. ELECTRODE REQUIREMENTS SHALL MEET THE REQUIREMENTS OF PRESERVATIVE TREATMENT USED IS NOT KNOWN,HARDWARE USE IN THECRITERIA SEISMIC F SIGNTHESE NOTS CATEGORY NOTED IN THE DESIGN AWS A5.28,AN AWS AWS A5.17,AWSAPPLICABLE A5.23,AWSFOR A5.18WELDING METHOD SHALL BE TYPE 316L STAINLESS STEEL.FASTENERS SHALL BE W Q CRITERIA SECTION OF THESE NOTES AWS A5.28,AND AWS A5.29,ASAPPLICABLE FOR WELDING METHOD USED. TYPE 304 OR 305 STAINLESS STEEL. 5.5. STEEL JOISTS AND JOIST GIRDERS C. HARDWARE IN MARINE ENVIRONMENT SHALL BE TYPE 316E _j Cfl Z ADHESIVE ANCHORS CODE STAINLESS STEEL.FASTENERS SHALL BE TYPE 316 STAINLESS IN CONCRETE REPORT 5.5.1. DESIGN LOADS SHALL BE AS STATED IN THE DESIGN CRITERIA STEEL,HOT DIPPED GALVANIZED TO ASTM A153-CLASS C,SILICON Q �\ L SECTION OF THESE NOTES PLUS ANY SPECIAL LOADS INDICATED ON BRONZE,OR COPPER. �J THE DRAWINGS.UNLESS OTHERWISE NOTED,MINIMUM DESIGN D. IN THE EVENT OF A CONFLICT BETWEEN THE HARDWARE m Q Q . HILT]HIT HY-200 SAFE SET ICC ESR-3187 LOADS SHALL INCLUDE: MANUFACTURER'S RECOMMENDATIONS FOR SELECTING N SIMPSON AT-XP" IAPMO ER-263 A. WHERE PRIMARY ROOF MEMBERS ARE EXPOSED TO A WORK CORROSION-RESISTANT HARDWARE AND FASTENERS,THESE DEWALTIPOWERS PURE 110+ ICC ESR-3298 FLOOR A SINGLE NON-CONCURRENT CONCENTRATED LIVE LOAD NOTES,AND THE SPECIFICATIONS,THE MOST STRINGENT OF 2000 LBS SHALL BE LOCATED AT ANY PANEL POINT ALONG THE REQUIREMENT SHALL BE USED UNLESS APPROVED BY THE TRUSS BOTTOM CHORD. ENGINEER. 'SIMPSON SET-XP MAY BE USED WHERE BASE MATERIAL B. AT ROOF JOISTS AND JOIST GIRDERS,A MINIMUM NET UPLIFT LOAD 6.3. MINIMUM NAILING:PER IBC TABLE 2304.101 FASTENING SCHEDULE,. TEMPERATURE IS ABOVE 50 DEGREES FAHRENHEIT OR FOR OF 10 PSF 6.4. SHEATHING(PLYWOODIORIENTED STRAND BOARD) EMBEDMENT GREATER THAN I2-INCHES FOR LONGER GEL TIME. Plan Review 5.5 2 STEEL JOISTS AND JOIST GIRDERS SHALL BE MANUFACTURED PER SEE ICC ESR-2508(GONG)AND IAPMtl ER-265(MASONRY). EACH SHEET;ALL LSHEAT THE SHALL CONFORM T STANDARD PLYWOOD THE LATEST EDITION OF THE STANDARD SPECIFICATIONS FOR STEEL ASSOCIATION;ALL SHEATHING SHALL CONFORM TO STANbARD P520R PRP- BY SAFEbL79Bt G. POWDER ACTUATED FASTENERS:PDF'S OR PAPS SHALL BE A JOISTS AND JOIST GIRDERS PUBLISHED BY THE STEEL JOIST 10&THICKNESS,NUMBER OF PLIES AND LAY-UP AS SHOWN.ALL PLYWOOD MINIMUM 0.157"DIA KNURLED SHANK FASTENER AS NOTED IN THE INSTITUTE. SHALL BE C-D INTERIOR WITH EXTERIOR GLUE OR AS NOTED ON THE FOLLOWING TABLE,UNLESS NOTED OTHERWISE.FASTENERS 5.53 ALL STEEL JOISTS AND JOISTS GIRDERS SHALL BE MANUFACTURED DRAWINGS AND SHALL BE GROUP I OR II SPECIES.EXCEPT AS OTHERWISE DRIVEN INTO STEEL SHALL BE DRIVEN SO THAT THE POINT OF THE 'BY A FABRICATOR CURRENTLY APPROVED BY ICC(INTERNATIONAL SHOWN,PROVIDE THE FOLLOWING MINIMUM NAILING.PANEL EDGES 10d AT F CONSULTANT T'1 FASTENER COMPLETELY PENETRATES THE STEEL BASE MATERIAL, CODE COUNCIL).MANUFACTURER SHALL BE A MEMBER OF SJI,AND ON CENTER,INTERMEDIATE SUPPORT 10d AT 12.ON CENTER.GAP SHEETS 118" f y' AT TOPPING SLABS,PT SLABS OR SLABS WITH RADIANT HEAT TUBES EMBEDDED WITH IN THE SLAB,LIMIT THE POF PENETRATION ALL STEEL JOISTS AND JOIST GIRDERS SHALL BE 531 APPROVED. FOR 4'z8'SHEETS AND 114'FOR B'x8'AND LARGER SHEETS THE MOISTURE TO3I4'MAXIMUM AND COORDINATE WITH TENDONITUBE 5.5.4. THE MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CONTENT SHALL NOT BE GREATER THAN IS%AT TIME OF ROOFING. PLACEMENT AND COVER CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER LICENSED IN 6.5. MANUFACTURED STRUCTURAL WOOD MEMBERS THE STATE T THE PROJECT 6.5.1. MANUFACTURED PSL POSTS AND COLUMNS SHALL BE APPROVED EQUIVALENT. 1.8E T. ©'� POWDER ACTUATED FASTENERS CODE REPORT 5.5.5. IT SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER,THE MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. � GENERAL CONTRACTOR,AND THE ERECTOR TO MANUFACTURE AND PARALLAM PSL BEAMS SHALL BE PARALLAM 2.0E AS MANUFACTURED 0 INSTALL ALL STEEL JOISTS AND JOIST GIRDERS IN CONFORMANCE BY WEYERHAEUSER OR APPROVED EQUIVALENT. TACOMA-SEATTLE-SPOKANE-TRI-CITIES HILTI X-U ICC ESR-2269 WITH THE MOST CURRENT OSHA RULES(OSHA 29 CFR PART 6.6.2. TIMBERSTRAND LSL STUDS SHALL BE TIMBERSTRAND 1.5E AS 1926.757). -MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT - - 2215 North30"Street,Suite300 T--,WA98403 SIMPSON PDPA ICC ESR-2138 253MS2422 7fl 253232572 vax w..uW=M 5.5:6. LIMIT LIVE LOAD AND/OR SNOW LOAD DEFLECTION TO L1360 FOR 6.5:3. MICROLLAM LVL MEMBERS SHALL BE MICROLLAM 1:9E AS DEWALTIPOWERS CSI PIN ICC ESR-2024 FLOOR FRAMING MEMBERS AND U240 FOR ROOF FRAMING MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. MEMBERS. H. CONCRETEIMASONRY SCREWS SHALL BE AS NOTED IN THE 5.5.7. THE JOIST MANUFACTURER SHALL DESIGN THE JOISTS FOR UNIFORM oY TA O� FOLLOWING TABLE: LOADS INDICATED ON THE STRUCTURAL DRAWINGS AS WELL AS ALL SPECIAL LOADS NOTED ON THE STRUCTURAL PLANS AND DETAILS. SPECIAL LOADS SHALL INCLUDE POINT LOADS FOR SUPPORT OF CONCRETEIMASONRY SCREWS CODE REPORT SECONDARY FRAMING,OVERFRAMING AND SUPPORTED EQUIPMENT (MECHANICAL UNITS,.SUSPENDED EQUIPMENT,ETC.). Taos 5.5.8. THE JOIST MANUFACTURER SHALL COORDINATE JOIST BRIDGING AT HILTI KWIK CON IR - .EXPOSED LOCATIONS FOR ARCHITECTURAL APPEARANCE.BRIDGING "7017AL ' SIMPSON TITEN - LOCATIONS SHALL ALSO BE COORDINATED TO AVOID CONFLICTS WITH MECHANICAL DUCTWORK,SKYLIGHTS AND OTHER BUILDING Submittals Revisions: DEWALTIPOWERS TAPPER+ ICC ESR-3068(CONIC) SYSTEMS / ICC ESR-3196(MAS) PERMIT SUBMITTAL 04/19/19 6. CARPENTRY 5.2.6, METAL PROTECTION:ALL STEEL EXPOSED TO WEATHER,MOISTURE, DIMENSION LUMBER SHALL BE OF NO.2.SAWN LUMBER BEAMS,HEADERS AND SOIL,DRAB NOTED SHALL BE GALVANIZED PER ASTM A-123 OR Al 53 COLUMNS SHALL BE OF NOAL OR AS SHOWN ON THE DRAWINGS.ALL 2"NOMINAL AS APPLICABLE.ALL OTHER STEEL SURFACES SHALL BE SHOP LUMBER SHALL BE KILN DRIED(KD).EACH PIECE OF LUMBER SHALL BEAR STAMP OF PRIMED AFTER FABRICATION. WEST COAST LUMBER INSPECTION BUREAU(WOLIB)AND/OR WESTERN WOOD LINTEL ANGLES SHALL HAVE A MINIMUM OF 1.5 OZ OF ZINC SPELTER PRODUCTS ASSOCIATION(WWPA)SHOWING GRADE MARK. PER SQUARE FOOT OF SURFACE AREA, 6.1..PRESSURE-PRESERVATIVE TREATMENT IN ACCORDANCE WITH AMERICAN. REPAIR ALL DAMAGED AREAS OF GALVANIZED PARTS SUCH AS FIELD WOOD PROTECTION ASSOCIATION(AWPA)STANDARD UL LATEST EDITION TO WELDS,ETC.APPLY REPAIR COATING THICKNESS GREATER THAN THE USE CATEGORY AS FOLLOWS: OR EQUAL TO ORIGINAL ZINC COATING THICKNESS 6.1.1. TREAT ALL WOOD IN CONTACT WITH CONCRETE,MORTAR,GROUT, 5.2.7. STEEL COLUMNS:ALL VERTICAL LOAD CARRYING MEMBERS HAVE .MASONRY AND WITHIN 12"OF EARTH TO THE REQUIREMENTS OF USE BEEN NOTED AS°COLUMNS"ON THE STRUCTURAL DRAWINGS.THIS CATEGORY UC2(INTERIORIDAMP). NOTATION DOES NOT IDENTIFY THESE MEMBERS AS"POSTS"OR 6.1.2. TREAT ALL WOOD EXPOSED TO WEATHER BUT PROTECTED BY PAINT "COLUMNS"AS DEFINED BY THE LATEST OSHA RULES REGARDING OR COVER TO THE REQUIREMENTS OF USE.CATEGORY UC3A(ABOVE COLUMN ANCHORAGE REQUIREMENTS(OSHA 29 CFR PARTS 1926.751 GROUND PROTECTED). AND 1926.766).THE GENERAL CONTRACTOR,STEEL RETAILER,AND STEEL ERECTOR SHALL BE RESPONSIBLE TO DETERMINE THE 6.1.3. TREAT ALL WOOD EXPOSED TO WEATHER SUCH.AS EXTERIOR - Sheet Title: CORRECT OSHA DESIGNATION OF EACH MEMBER REGARDLESS OF DECKING,JOISTS,BEAMS,RAILINGS,ETC TO THE REQUIREMENTS OF THE NOTATION SHOWN ON THE STRUCTURAL DRAWINGS. USE CATEGORY UC3B(ABOVE GROUND EXPOSED). STRUCTURAL NOTES 5.2.8. . PRE-ENGINEERED STEEL STAIRS:THE STEEL STAIR MANUFACTURER 6.1.4. TREAT ALL WOOD IN CONTACT WITH THE GROUND,SOIL OR FRESH SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS SEALED BY WATER TO THE REQUIREMENTS OF USE CATEGORY UC4A(GROUND Date: 04/19/19 PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECT. CONTACT GENERAL USE). 6.1.5. TREAT ALL LUMBER NOTED AS FIRE TREATED TO THE Design: AMP REQUIREMENTS OF USE CATEGORY UCFA(FIRE RETARDANT INTERIOR). Drawn: EDD 6.1.6. WHERE POSSIBLE,PRECUT MATERIAL PRIOR TO TREATMENT.ALL " FIELD CUTS AND DRILLED HOLES SHALL BE FIELD TREATED IN Project No: 2170892.20 $ ACCORDANCE WITH AWPA M-4. Approved: DLB Building No: Sheet No: SO.2 s COPYRIGHT NELSON/CRAFT 2019 I"I CUR MIN 1WDEGREE 48x BAR DIA(15" GA I I SWAY LLC. HOOK-LAP 48 x BAR MIN)TYP ALL ADDITIONAL#3 x 4'-0'ALL SIDES EXCAVATION PIPE SLEEVE DIA HORIZ REINF CORNERBARS OF OPENING —___— PLACEL�11F SPREAD REINF TO CLEAR iii i x z d NELSON �I LAP 24DIA WI III ° Fro LAP HORI REINF ALTER- OPENING CUT WWF AS REO'D NE CO ALChItBCIOLB,Inc. NOTING = O III a n _ CORNER REINFORCING SHOWN IS FOR �— — = BARS nl—III ni �� i3J ° _ z AS EACH FACE OF WALL OR SLAB C� ¢+ n 2 THICK BS B'NESS GREATER THAN 6'- - .V 7e SHOWN i ——— _ �' —I ATWALL OR SLAM LESS d �— Suit 1300 Fifth Avenue PLACE REINFORCING AT CL i ---__ TJI O �j Seattle,WA 98101 - PIPE PARALLEL TO d "g WALL -_— III_ 206.408.8500 phone TYPICAL REINFORCING AT OPENINGS =III LESS THAN 12"iN CONIC WALL OR SLAB NO EXCAVATION FOR PIPE www:NELSONww.com OR DUCTS PARALLEL TO FTG BELOW THIS LINE STEP AS REUD COMPACTED STRUCTURAL FILL OR LEAN CONCRETE AT NOTES: REINFORCING SHOWN IS FOR PROVIDE REINF AROUND OPENINGS TO REPLACE G.C.OPTION EACH FACE OF WALL OR SLAB NORMAL REINF INTERRUPTED BY OPENING-USE 1. VERTICAL REINFORCEMENT SHOWN IS ADDITIONAL THICKNESS GREATER THAN 6°- AN AMOUNT ON EA EDGE EQUAL TO 112 THE TYPICAL DETAIL OF PIPE AT CONCRETE FOOTING IF NORMAL REINFORCEMENT IS NOT IN PROPER 48 z BAR DIA AT WALL OR SLABS 6"OR LESS - AMOUNT OF INTERRUPTED NORMAL REINF IN LOCATION. (15-MIN)TYP PLACE REINFORCING AT CL ♦ THE DIRECTION PARALLEL TO THAT EDGE-MIN .SECTION 2. CORNER BARS ARE SAME SIZE AND SPACING AS SPLICE UNO HORIZONTAL REINFORCEMENT. J 3, 90-DEGREE HOOKS MAY BE SUBSTITUTED FOR CORNER BARS.SEE NOTE#5. W 4.REINFORCEMENT AT ALL WALL CORNERS,ENDS, 118'SAWCUT x 115 SLAB THICKNESS 1114"7 1I8"SAWCUT z 115 SLAB THICKNESS-1114' - - Z Q AND INTERSECTIONS SHALL BE FABRICATED AND MIN•SAWCUT MUST BE MADE WITHIN 4 TO MIN-SAWCUT MUST BE MADE WITHIN 4 TO j PLACED IN ACCORDANCE WITH APPROPRIATE 12 HOURS AFTER CONCRETE HARDENS- 12 HOURS AFTER CONCRETE HARDENS- DETAIL SHOWN. BLADES SHALL NOT BE BLUNT AS TO STOP REINF AT SLAB TOOLED JOINT BLADES SHALL NOT BE BLUNTAS TO Q Z EA CORNER TYP CAUSE CHIPPING OF CONC-PROVIDE JOINT R=1I8' CAUSE CHIPPING OF CONC-PROVIDE 7 O 5. USE ACI MINIMUM 90-DEGREE HOOK FOR JOINT SEALANT PER SPECIFICATIONS- JOINT SEALANT PER SPECIFICATIONS- Uj L EMBEDMENT LESS THAN 48 x BAR DIAMETERS INSTALL PER MFR RECOMMENDATIONS INSTALL PER MFR RECOMMENDATIONS Q PAST FACE OF WALL. ,y�Q /R 6. CONCRETE WALLS SHOWN,MASONRY WALLS J CO _vZ SIMILAR. o o of a e e � J 7. WALL DETAILS SHOWN,FOOTING DETAILS SIMILAR. TYP � I= =III II1111 L-III III --ICI-�. -III h ��I III-I�III�!! III=III III III= M OO ti I fn a SLAB REINF 314"DIAx1'-2"GREASED SMOOTH) x 14"AT 12"OR DOWEL N TYPICAL REINFORCING AT ACROSS JOINT DOWEL AT 12' GC AT CL SLAB OR BASKETS OR PNA SQUARE DOWEL PLAN VIEW-TYPICAL OPENINGS GREATER THAN 12"IN DIAMOND PL341 x 41/2°AT 22'OC BASKET SYSTEM,TYP AT CJ REINFORCEMENT PLACING CONIC WALL OR SLAB TYPICAL CONTROL JOINT TYPICAL CONSTRUCTION JOINT TYPICAL CONTROL JOINT AT DETAIL UNREINFORCED SLAB P12PY (3gViBVV SECTION 1 SECTION 2 SECTION 4 By SAFEbuilt CONSULTANT 314"CHAMFER TYP MIS �PER... � O �� on (T41"MAX) NOTES TACOMA SEATTLE•SPOKANE•TRI-CITES 1. C.C.MAY CONSTRUCT WALL (2)#4 CONT TOP USING TILT-UP PANEL OF WALL 2215 North 30Ih Street,Suite 300 Tacoma,WA 9M03 CONSTRUCTION OR CAST IN 253.3832422 ref 253.383,2572 FAX —hW—M PLACE(USE 6'WALL FOR CIP). REINFORCING SAME SIZE 2. TILT-UP PANELS SHALL BE #4 FOOTING DOWELS AND SPACING AS LONGIT MAXIMUM OF 25'4"LENGTH WITH AT 12'OC FOOTING REINF-LAP Y-0" 314"JOINTS.CIP SHALL HAVE 3t4' MIN Wl LONGITUDINAL VERT CHAMFER AT 25'-0'OC #4 AT 12"OC \} FOOTING REINF HORIZONTAL 3. CONTRACTOR SHALL COORDINATE JOINT LOCATIONS TILT UP PANEL AND ANY REVEAL PATTERN AS m,cs REQUIRED BY ARCH sJONAL (2)#6 CONT AT BOTTOM OF Su b m ittals/Revisions: PANEL(NOT REQATCIP) PERMIT SUBMITTAL 04/19/19 EXTERIOR GRADE ...( PER CNAL 6"CONC SLAB ON GRADE-REINFW/#4 4-0"MIN d -1 = AT 18'OC EA WAY 314"MIN a = 1 III' `4 12 N 2"MAX _ — III III z 12O d n2 lJ FOOTING THICKNESS PER PROVIDE 1'-0'WIDE LEG 1 AT EACH END OF EACH PLAN AND DETAILS (2)#5 CONT BOTTOM- —� I TILT-UP PANEL FOR Ili—III—III III III- - BREAK ASREQUIREDAT PANEL ERECTION AND MIN DIMENSION SAME AS LEVELING PRIOR TO Sheet Title: FTG THICKNESS TILT-UP PANEL LEGS ___ _ —___J FOOTING PLACEMENT Z-7 x 741'x 0'-W CONCRETE 52"1 OR TYPICAL LONG FTG REINF FORM AND GROUT VERT LEVELINGPADEAEND OF TYPICAL DETAILS PANEL JOINT BELOW GRADE EACH PANEL FOR PANEL 6'AT CIP FIRM UNDISTURBED SOIL PLACEMENT PRIOR TO 21° Doter 04/19/19 FOOTING PLACEMENT-OMIT TYPICAL STEPPED FOOTING TO USE BLODWALLFOOTINCK IN Design: AMP AT TILT-UP WALLS Drawn: TYPICAL AT TRASH ENCLOSURE EDD Project No: 2170892.20 $ SECTION SECTION Approved: DLB s 1"=1'-0" 1" 1'-0" Building No: w Sheet No: S0.3 s COPYRIGHT NELSON/CRAFT 2019 11. STATEMENT OF SPECIAL INSPECTIONS 13. REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE AISc3soTABLENS.aa W7EWAY LLC. CONSTRUCTION IBC SI SO TITLE IBC TABLE 1705.3 3. AFTER WELDING,VERIFY AND INSPECT THE FOLLOWING: 1705.2 ✓ ✓ STEEL CONSTRUCTION(SEE TABLES 15A,15B,15C;15D,AND 15E) CONTINUOUS PERIODIC A. WELDS CLEANED NIR ✓ 1705.3 ✓ ✓ CONCRETE CONSTRUCTION SEE TABLE 13 SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL REFERENCED IBC B. SIZE,LENGTH,AND LOCATION OF WELDS ✓ NIR -- ---------- ( ) STANDARD REFERENCE 1705.5 ✓ ✓ SITE BUILT WOOD CONSTRUCTION INSPECTION INSPECTION C. WELDS PROHSUAL ACCEPTANCE CRITERIA L.. INSPECT REINFORCEMENT,INCLUDING. ACI318 i)CRACKK PROHIBITION ✓ NIR NELSON 1705.6 ✓ NIR SOILS(SEE TABLE 12A) PRESTRESSING TENDONS,AND VERIFY MR ✓ CH.3 20,6 25.1- 2, 19084 2)WELD TO BASE METAL FUSION ✓ NIR 1705.12.1 PLACEMENT 25.,26.. 4 STRUCTURAL STEEL-SEISMIC FORCE RESISTING SYSTEM 3)CRATER CROSS SECTION ✓ NIR 1705.1.1 26.6.3 4)WELD PROFILES ✓ NIR Ne100 AR$Iltedufe�IDC. 1705.12.2 ✓ ✓ STRUCTURAL WOOD-SEISMIC FORCE RESISTING SYSTEM 2. REINFORCING BAR WELDING 5)WELD SIZE `✓ NIR A. VERIFY WELDABILITY OF REINFORCING BARS NIR ✓ AWS DiA 6)UNDERCUT ✓ NIR OTHER THAN ASTM A706 ACI 318:26.6.4 7)POROSITY ✓ NIR SI =SPECIAL INSPECTION B. INSPECT SINGLE-PASS FILLET WELDS,MAXIMUM NIR 1200 Fifth Avenue SO =STRUCTURAL OBSERVATION 5I16, D. ARC STRIKES ✓ NIR Suite 1300 C. INSPECT ALL OTHER WELDS ✓ NIR E. k-AREA ✓ NIR Seattle,WA 98101 ✓ ITEM IS REQUIRED 3. INSPECT ANCHORS CAST IN CONCRETE NIR ✓ ACI 318:17.8.2 F. BACKING REMOVED AND WELD TABS REMOVED,IF REQUIRED ✓ NIR NIR =ITEM IS NOT REQUIRED 4. INSPECTION OF ANCHORS POST-INSTALLED IN G. REPAIR ACTIVITIES ✓ NIR 206.408.8500 phone HARDENED CONCRETE MEMBERS DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR SPECIAL INSPECTIONS INDICATED ARE FOR STRUCTURAL ELEMENTS ONLY.SEE ARCH,MECH AND ELEC DRAWINGS FOR A. ADHESIVE ANCHORS INSTALLED IN H. MEMBER NIR - w NELSONww m ADDITIONAL SPECIAL INSPECTIONS. HORIZONTALLY OR UPWARDLY INCLINED �/ NIR ACI 318: 11.1. INSPECTION(rESTING REQUIREMENTS: ORIENTATIONS TO RESIST SUSTAINED TENSION 17.8.2.4 LOADS SEE DRAWINGS,SPECIFICATIONS,AND IBC SECTIONS 110,AND CHAPTER 17. B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS .NIR ✓ Ac1316:17.6z 15.6 REQUIRED SPECIAL INSPECTION AND TESTS OF STRUCTURAL STEEL 11.2. INSPECTIONS BY THE BUILDING OFFICIAL(ISQ SECTION 110) NOT DEFINED IN ACONSTRUCTION-INSPECTION OF BOLTING NIR CH.1 11.2.1, FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADE AFTER EXCAVATIONS ARE COMPLETE AND.ANY REQUIRED 5. ..VERIFY USE OF REQUIRED DESIGN MIX ACI 3 6. 19041,1904.2, ✓ 9,24.3, CONTINUOUS PERIODIC REINFORCING IS IN PLACE.ANY REQUIRED FORMS SHALL BE IN PLACE PRIOR TO INSPECTION. 18.4 4 1908.2,1908.3 SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL REFERENCED 11.2.2. CONCRETE SLAB AND UNDER FLOOR INSPECTIONS SHALL BE MADE AFTER ALL IN SLAB OR UNDER FLOOR 6. PRIOR TO CONCRETE PLACEMENT,FABRICATE INSPECTION INSPECTION STANDARD REINFORCING,CONDUIT,PIPING AND OTHER ANCILLARY EQUIPMENT ITEMS AND ACCESSORIES ARE IN PLACE BUT SPECIMENS FOR STRENGTH TESTS,PERFORM ASTM C 172 PRIOR TO CONCRETE PLACEMENT OR FLOOR SHEATHING INSTALLATION. - SLUMP AND AIR CONTENT TESTS,AND ✓ NIR ASTM C31 1906:10 AISC 380 TABLE NI THE TEMPERATURE OF THE ACI318:26.4, 11.2.3..FRAMING INSPECTIONS SHALL BE MADE AFTER ALLSHEATHING,FRAMING,BLOCKING AND BRACING ARE COMPLETE CONCRETE 26.12 1, PRIOR TO BOLTING,VERIFY AND INSPECT THE FOLLOWING: AND ALL PIPES,DUCTS,ELECTRICAL,PLUMBING,ETC.,ARE INSTALLED AND APPROVED PRIOR TO COVER. 7. INSPECT CONCRETE AND SHOTCRETE A. MANUFACTURER'S CERTIFICATIONS FOR FASTENER MATERIALS ✓ NIR 11.2.4. IN ADDITION TO THE INSPECTIONS SPECIFIED ABOVE,THE BUILDING OFFICIAL IS AUTHORIZED TO MAKE OR REQUIRE PLACEMENT FOR PROPER APPLICATION ✓ NIR ACI 318:26.5 1908.6,19W.7, W OTHER INSPECTIONS OF ANY CONSTRUCTION WORK TO ASCERTAIN COMPLIANCE WITH THE PROVISIONS OF THE IBC OR TECHNIQUES 1908.8 B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS NIR ✓ M z OTHER LAWS ENFORCED BY THE BUILDING OFFICIAL. 8. VERIFY MAINTENANCE OF SPECIFIED CURING NIR ✓ ACI 318:..26.5.3- 190. C. PROPER FASTENER SELECTED FOR JOINT DETAIL NIR ✓ AISC 360 A3.1 98 1 L L 11.3. STRUCTURAL TESTS AND SPECIAL INSPECTIONS(IBC CHAPTER 17): TEMPERATURE AND TECHNIQUES 26.5.5 D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL NIR ✓ Q > 9. INSPECT PRESTRESSED CONCRETE FOR: E. CONNECTING ELEMENTS,INCLUDING THE APPROPRIATE FAYING 11.3.1.SEE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, A. APPLICATION OF PRESTRESSING FORCES ✓ NIR ACI 318:26.10 SURFACE CONDITIONS AND HOLE PREPARATION,IF SPECIFIED, NIR ✓ Z Q B. GROUTING OF BONDED PRESTRESSING TENDONS Z 113.2,STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF ✓ NIR MEET APPLICABLE REQUIREMENTS CHAPTER 17 OF THE IBC AS WELL AS ANY ADDITIONAL REQUIREMENTS OF THE BUILDING OFFICIAL.OMISSION FROM IN THE SEISMIC FORCE RESISTING SYSTEM F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION ./ W I O THE LIST BELOW 10. INSPECT ERECTION OF PRECAST CONCRETE PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER NIR Q OF . ✓ . ` (� PROVIDING TESTINN TESTING AND INSPECTION REQUIREMENTS SHALL NOT RELIEVE THE CONTRACTOR FROM NIR ACI 318:26.8 G AND INSPECTION REQUIRED BY THE SPECIFICATIONS,THE IBC AND THE BUILDING OFFICIAL MEMBERS ASSEMBLIES AND METHODS USED S I\ v 11. VERIFY IN-SITU CONCRETE STRENGTH,PRIOR TO G. PROPER STORAGE PROVIDED FOR BOLTS,NUTS,WASHERS,AND NIR ✓ J CO Z 71:3.3. TESTING ANDSPECIAL INSPECTIONS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF CHAPTER 17 STRESSING OF TENDONS IN POST-TENSIONED OTHER FASTENER COMPONENTS OF THE IBC FOR THE ITEMS LISTED IN THIS SECTION. CONCRETE AND PRIOR TO REMOVAL OF SHORES NIR ✓ ACI 318:26.11.2 1 J 11.4. STRUCTURAL OBSERVATION AND FORMS FROM BEAMS AND STRUCTURAL AISC 360 TABLE N5,6.2 O SLABS 11A.1.STRUCTURAL OBSERVATION SHALL BE PERFORMED DURING CONSTRUCTION IN A MANNER AS REQUIRED TO BECOME 12, INSPECT FORMWORK FOR SHAPE,LOCATION AND 2. DURING BOLTING,VERIFY AND INSPECT THE FOLLOWING W O Q GENERALLY FAMILIAR WITH THE IN PLACE CONSTRUCTION. DIMENSIONS OF THE CONCRETE MEMBER BEING NIR ,/ ACI 318t A. FASTENER ASSEMBLIES,OF.SUITABLE CONDITION,PLACED IN ALL (V 114.2.STRUCTURAL OBSERVATION EXTENT SHALL BE AS INDICATED ABOVE.TIMING AND DURATION OF OBSERVATIONS SHALL FORMED 26.11'1'2(b) HOLES AND WASHERS(IF REQUIRED)ARE POSITIONED AS NIR ✓ BE COORDINATED WITH THE GENERAL CONTRACTOR DURING CONSTRUCTION REQUIRED S. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE. .NIR 11.4.3.:CONSTRUCTION OBSERVATION REPORTS AND FINDINGS SHALL NOT BE VIEWED AS A WARRANTY OR GUARANTEE BY PRETENSIONING OPERATION. 13.1. CONCRETE SPECIAL INSPECTION AND TESTING PER 18C TABLE 1705.3 AS NOTED IN TABLE 13 INCLUDING: THE STRUCTURAL ENGINEER, C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED 11.5. SPECIAL INSPECTOR:SHALL BE CURRENTLY WABO CERTIFIED. 13.1.1. CONTINUOUS SPECIAL INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. FROM ROTATING NIR 3.1.2.CONTINUOUS D. FASTENERS ARE PRETENSIONEDIN ACCORDANCE WITH THE RCSC Plan Reviaw 11.5.1. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN 1 SPECIAL INSPECTION OF BOLTS INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF SPECIFICATION,PROGRESSING SYSTEMATICALLY FROM THE MOST NIR ✓ DRAWINGS AND SPECIFICATIONS. CONCRETE. RIGID POINT TOWARD THE FREE EDGES By SAFEbuilt 11.5.2. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL,ENGINEER OF RECORD, 13,1.3. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE SHALL BE AS ARCHITECT OF RECORD,AND OTHER DESIGNATED PERSONS.ALL DISCREPANCIES SHALL BE BROUGHT TO THE DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE(ICC,IAPMO,ETC.). AISC 360 TABLE N5.6-3 PROPER IMMEDIATE AUTHORITY OF THEGENERAL CONTRACTOROFFICIAL. FOR CORRECTION,THEN,IF NOT IN CONFORMANCE,TO THE 15•A REQUIRED SPECIAL INSPECTION AND TESTS OF STRUCTURAL STEEL 3. AFTER BOLTING,VERIFY AND INSPECT THE FOLLOWING PROPER DESIGN AUTHORITY AND BUILDING OFFICIAL. CONSULTANT 11.5.3. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL CONSTRUCTION-INSPECTION OF WELDING A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED ✓ I INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE CONTINUOUS PERIODIC CONNECTIONS WORKMANSHIP PROVISIONS OF THE IBC.. SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL REFERENCED INSPECTION INSPECTION STANDARD .AISC TABLE N5.4-1 15.E REQUIRED SPECIAL INSPECTION AND TESTS OF OPEN-WEB STEEL 12A.REQUIRED SPECIAL INSPECTIONS AND TEST OF SOILS JOIST AND JOIST GIRDERS i. PRIOR TO WELDING VERIFY AND INSPECT THE FOLLOWING: CONTINUOUS PERIODIC REFERENCED IBC TABLE1705.6 A. WELDING PROCEDURE SPECIFICATIONS(WPS) ✓ NIR SPECIAL INSPECTION OR TEST TYPE SPECIAL .SPECIAL 7ACOMA•sEATne•sPOKANE•TRlclnes B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES ✓ NIR AISC 360 A3.5 INSPECTION INSPECTION STANDARD SPECIAL INSPECTION OR TEST TYPE CONTINUOUS PERIODIC SPECIAL 2216 North 301h Street Suite 300 Te ,WA98403 SPECIAL INSPECTION INSPECTION C. MATERIAL IDENTIFICATION OF STRUCTURAL STEEL MEMBERS NIR ✓ AISC 360 A3.1 IBC TABLE 1705.2.3 253.383.2M m 253.3832572 F9 wwe.ehNmm wH 1. VERIFY MATERIALS BELOW SHALLOW.FOUNDATIONSAREADEQUATE TO NIR ✓ D. WELDER IDENTIFICATION SYSTEM NIR ✓ ACHIEVE THE DESIGN BEARING CAPACITY E. FIT-UP OF GROOVE WELDS,INCLUDING JOINT GEOMETRY 1. INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS L L. 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE p1 w g00 NIR ✓ 1)JOINT PREPARATION NIR ✓ A. END CONNECTIONS-WELDED OR BOLTED SJI pp.- REACHED PROPER MATERIAL NIR ✓ SPECIFICATIONS g"ev �Poa�S' 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIAL NIR ✓ 3)DIMCLEANLINESS: ALIGNMENT,OF STEEL SURFACES FACE,BEVEL NIR /R ✓ y B. BRIDGING-HORIZONTAL OR DIAGONAL SJI 4. VERIFY USE OF PROPER MATERIALS,DENSITIES,AND LIFT THICKNESSES - 3)CLEANLINESS:CONDITION OF STEEL SURFACES NIR ✓ - N� SPECIFICATIONS - - DURINGPLACEMENTANDCOMPACTIONOFCOMPACTEDFILL ✓ NIR 4)TACKING:TACK WELD QUALITY AND LOCATION NIR 5. PRIOR TO PLACEMENT OF COMPACTED FILL,INSPECT'SUBGRADE AND VERIFY NIR ✓ 5)BACKING TYPE AND FIT(IF APPLICABLE) NIR ✓ . - e THAT SITE HAS BEEN PREPARED PROPERLY F. CONFIGURATION AND FINISH OF ACCESS HOLES NIR ✓ .1 THAT G. FIT-UP OF FILLET WELDS 14:1. STRUCTURAL STEEL CONSTRUCTION: FSS70NA6 � i)DIMENSIONS:ALIGNMENT,GAPS AT ROOT NIR ✓ SPECIAL INSPECTION AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS SHALL BE IN ACCORDANCE WITH THE QUALITY CONTROL AND QUALITY ASSURANCE REQUIREMENTS OF AISC 360,AS NOTED IN TABLES 15A,15B,15C,AND AWS U1.1,12.1. SPECIAL INSPECTIONS AND TESTS FOR EXISTING SITE SOIL CONDITIONS,FILL PLACEMENT,AND LOAD-BEARING REQUIREMENTS 2)CLEANLINESS:CONDITION OF STEEL SURFACES NIR I ✓ INCLUDING: SU biTl IttO I S/Reyisi onS: PER IBC 1705S.,AS NOTED IN TABLE 12A 3)TACKING:TACK WELD QUALITY AND.LOCATION NIR ✓ 14.1:7. INSPECTION OF ERECTED STEEL SYSTEM. 11.1.1: THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED H. CHECK WELDING EQUIPMENT NIR ✓ PERMIT SUBMITTAL 04I19/19 DESIGN PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE. 14.1.2. REVIEW OF MATERIAL TEST REPORTS AND CERTIFICATIONS FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS. AISC 360 TABLE N5.4-2 14.1.3. OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION OF IN-PROCESS AND COMPLETED WELDS SHALL BE AS FOLLOWS:. ' 2. DURING WELDING VERIFY AND INSPECT THE FOLLOWING: A. VERIFY THAT WELD FILLER MATERIAL AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE CONFORM TO AWS A. USE OF QUALIFIED WELDERS NIR ✓ SPECIFICATION SPECIFIED.VERIFY WELDERS ARE CERTIFIED BY WABO,THAT PROPER ELECTRODES IN OVEN S. CONTROL AND HANDLING OF WELDING CONSUMABLES DRY CONDITIONS ARE USED;AND THAT PROPER METHODS AND PREPARATIONS ARE USED. 1)PACKAGING NIR ✓. 'B. PERIODIC SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED FOR SINGLE PASS FILLET WELDS LESS 2)EXPOSURE CONTROL NIR ✓ THAN OR EQUAL TO 5116'AND FLOOR AND DECK WELDS. , C. NO WELDING OVER CRACKED TACK WELDS NIR ✓ C. CONTINUOUS SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED ON COMPLETE AND PARTIAL D. ENVIRONMENTAL CONDITIONS PENETRATION GROOVE WELDS AND FILLET WELDS GREATER THAN 5116". 1)WIND SPEED WITHIN LIMITS NIR ✓2)PRECIPITATION AND TEMPERATURE NIR D, .ALL WELDS SHALL BE CHECKED VISUALLY. ✓ E. WELDING PROCEDURE SPECIFICATIONS FOLLOWED E. ALL SHOP AND FIELD WELDING SHALL BE SUBJECT TO INSPECTION BY A WABO CERTIFIED WELDING INSPECTOR 1)SETTINGS ON WELDING EQUIPMENT NIR ✓ EMPLOYED BY THE OWNER THE INSPECTOR SHALL UTILIZE RADIOGRAPHIC,ULTRASONIC,OR MAGNETIC 2)TRAVEL SPEED NIR ✓ PARTICLE TESTING AND ANY OTHER AID TO VISUAL INSPECTION THAT MAY BE DEEMED NECESSARY TO ASSURE THE ADEQUACY OF WELDING.THE OWNER SHALL CARRY OUT TESTING AND INTERPRETATION AT ANY STAGE 3)SELECTED WELDED MATERIALS NIR '.✓ AFTER WELDING Sheet Title: 4)SHIELDING GAS TYPE AND FLOW RATE NIR ✓ F. 10%OF ALL FILLET WELDS SHALL BE CHECKED BY MAGNETIC PARTICLE TESTING. 5)PREHEAT APPLIED NIR ✓ TESTING AND INSPECTION NOTES 6)INTERPASS TEMPERATURE MAINTAINED NIR ✓ G. 100%OF ALL COMPLETE PENETRATION WELDS SHALL BE CHECKED BY ULTRASONIC TESTING. H. ALL WELDS FOUND DEFECTIVE AND REPAIRED SHALL BE REINSPECTED BY THE SAME METHOD ORIGINALLY Date: 04 19 19 7)PROPER POSITION NIR ✓ / / F. WELDING TECHNIQUES USED.THE COST OF REPAIR AND REINSPECTION SHALL BE BORNE BY THE CONTRACTOR. 1)INTERPASS AND FINAL CLEANING NIR ✓ I. STANDARDS FOR ACCEPTANCE SHALL BE AS GIVEN IN AWS D1.1. Design: AMP 2)EACH PASS WITHIN PROFILE LIMITATIONS NIR ✓ 14.1A. OBSERVATION OF BOLTING OPERATIONS. Drown: 3)EACH PASS MEETS QUALITY REQUIREMENTS NIR ✓ 14.1.5. CONTINUOUS SPECIAL INSPECTION SHALL BE PERFORMED FOR EACH JOINT OR MEMBER.PERIODIC SPECIAL EDD IF INSPECTION SHALL BE PERFORMED ON ITEMS ON ARANDOM BASIS PERIODIC SPECIAL INSPECTION NEED NOT DELAY PrOJBCt N0: 217OS92.ZO FABRICATION OR ERECTION OPERATIONS, Approved: DLB NOTES CONTINUE ON SHEET SO.5 Building No: a 1 Sheet No: SOa COPYRIGHT NELSON/CRAFT 2019 KEY TO ABBREVIATIONS AS ANCHOR 190LT G GAYTEWAY LLC. 14.1.6. OPEN-WEB STEEL JOISTS AND JOIST GIRDERS: ADDL ADDITIONAL L ANGLE SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS SHALL BE IN ACCORDANCE WITH TABLE 15E ADJ ADJACENT LLH LONG LEG VER AFF ABOVE FINISH FLOOR LLV LONG LEG VERTICALTICAL 14.1.7. EPDXY ANCHORS:SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE OR ARCH ARCHITECTURAL,ARCHITECT LOC LOCATION MASONRY SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE(ICC,IAPMO,ETC.). Aso ALLOWABLE STRESS DESIGN MB MACHINE BOLT BLKG BLOCKING MECH MECHANICAL 14.1.8. EXPANSION ANCHORS:SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE BM BEAM MFR MANUFACTURER OR MASONRY SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE(ICC,IAPMO, BNDY BOUNDARY MIN MALLEABLE IRON WASHER ETC.). SOT BOTTOM NS NEARSIDE BRG BEARING NW NOT TOSCALE NELSON 15.1. REQUIRED VERIFICATION AND INSPECTION OF WOOD CONSTRUCTION BS BOTH SIDES NWT NORMAL WEIGHT TW 15.1.1. SPECIAL INSPECTION OF THE FABRICATION PROCESS OF PREFABRICATED WOOD STRUCTURAL ELEMENTS AND BTWN BEEEN Q/ OVER ASSEMBLIES SHALL BE IN ACCORDANCE WITH IBC SECTION 1704.2.5. BU BUILT UP OC ON CENTER NeloD Architecture,Inc. CIP CAST IN PLACE O.F. OUTSIDE FACE 15.1.2, SPECIAL INSPECTION OF SITE BUILT WOOD ASSEMBLIES SHALL BE AS FOLLOWS: CJ CONSTRUCTIONICONTROL JOINT OPP OPPOSITE HAND CL CENTERLINE OSB ORIENTED STRAND BOARD A. HIGH-LOAD DIAPHRAGMS SHALL BE INSTALLED WITH SPECIAL INSPECTION AS INDICATED IN IBC SECTION1704.2. CLG CEILING PC PRE-CAST THE SPECIAL INSPECTOR SHALL INSPECT THE WOOD STRUCTURAL PANEL SHEATHING TO ASCERTAIN WHETHER CUR CLEAR POP POWER DRIVEN FASTENERS,PAF IT IS THE GRADE AND THICKNESS SHOWN ON THE CONSTRUCTION DOCUMENTS.THE SPECIAL INSPECTOR CMU CONCRETE MASONRY UNIT PAP POWER ACTUATED FASTENERS,PDF 1200 Fifth Avenue SHALL VERIFY THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES,NAIL OR STAPLE COL COLUMN PERP PERPENDICULAR Suite 1300 DIAMETER AND LENGTH,THE NUMBER OF FASTENER LINES AND SPACING BETWEEN FASTENERS IS AS SHOWN CONC CONCRETE Pt PLATE Seattle,WA 98101 ON THE CONSTRUCTION DOCUMENTS. CONN CONNECT,CONNECTION PLF POUNDS PER LINEAR FOOT CONT CONTINUOUS PNL PANEL 206.408.8500 phone 15.2. SPECIAL INSPECTIONS AND TESTING FOR SEISMIC RESISTANCE: CSK COUNTERSINK PE,PRE-ENGR PRE-ENGINEERED CTR CENTER PROV PROVIDE www.NELSONww.com 15.2.1. SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC 1705.12 SHALL BE REQUIRED FOR SEISMIC FORCE-RESISTING CVR COVER PIN PLYWOOD SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C,D,E OR F FOR THE FOLLOWING: DIA DIAMETER REF REFERENCE A. SPECIAL INSPECTIONS OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE ELEV ELEVATION REINF REINFORCE,REINFORCEMENT REQUIREMENTS OF AISC341. EMB EMBEDMENT READ REQUIRED ENGR ENGINEER RF ROOF B. PERIODIC SPECIAL INSPECTION OF NAILING,BOLTING,ANCHORING AND OTHER FASTENING OF WOOD ED EQUALIEQUIVALENT SCHED SCHEDULE COMPONENTS WITHIN THE SEISMIC FORCE RESISTING SYSTEM,INCLUDING WOOD SHEAR WALLS,WOOD EQUN EQUIVALENT Sim SHEATHING DIAPHRAGMS,DRAG STRUTS,BRACES,SHEAR PANELS AND HOLDOWNS.SPECIAL INSPECTION IS NOT ES EACH SIDE SIM SIMILAR REQUIRED FOR SHEARWALLS,SHEAR PANELS,OR DIAPHRAGMS INCLUDING NAILING,BOLTING,ANCHORING AND EW EACH WAY SOGIMP SLAB ON STRONG-TIE OTHER FASTENING TO OTHER COMPONENTS OF THE MAIN SEISMIC FORCE RESISTING SYSTEM WHERE THE FX EX,EXIST EXISTING SOG SLAB ON GRADE EXP EXPANSION S SPACING FASTENER SPACING Of THE SHEATHING IS GREATER THAN 4 INCHES ON CENTER. EXT EXTERIOR So SQUARE C. PERIODIC SPECIAL INSPECTION OF WELDING OPERATIONS OF COLD-FORMED STEEL ELEMENTS OF THE SEISMIC FDN FOUNDATION STIFF STIFFENER FORCE-RESISTING SYSTEM. FF FINISH FLOOR SW SHEARWALL FFE FINISH FLOOR ELEVATION T&G TONGUE AND GROOVE 15.2.2. TESTING AND QUALIFICATION FOR SEISMIC RESISTANCE PER IBC 1705.13 SHALL BE REQUIRED FOR SEISMIC FORCE- FOC FACE OF CONCRETE THK THICK w RESISTING SYSTEM IN STRUCTURES ASSIGNED TOSEISMIC DESIGN CATEGORY C,D,E OR F FOR THE FOLLOWING: FOM FACE OF MASONRY THIRD THREADED m 10S FACE OF STUD T.O. TOP OF W Z Q A. NONDESTRUCTIVE TESTING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY FS FAR SIDE TOC TOP OF CONCRETE ASSURANCE REQUIREMENTS OF AISC 341. FTG FOOTING TOF TOP OF FOOTING < ? GA GAGE TOPL TOP OF PLATE GALV GALVANIZED TOS TOP OF STEEL GC GENERAL CONTRACTOR TOW TOP OF WALL Z Q ZO GL GLUE LAMINATED TRANS,TRANSV TRANSVERSE GL8 GLUE LAMINATED BEAM TRTD TREATEDUj GWB GYPSUM WALL BOARD. TS TUBE STEEL(HSS) Q HGR HANGER TYP TYPICAL 'L\ HSS HOLLOW STEEL SECTION UNO UNLESS NOTED OTHERWISE Hi HEIGHT WI WITH J (0 z I.F. INSIDE FACE W/O WITHOUT INT INTERIOR WF WIDE FLANGE Q Lo JNT JOINT WHS WELDED HEADED STUD Cr Q JST JOIST WTS WELDED THREADED STUD - /y1 O K,KIPS KIPS-1000 LBS WWF WELDED WIRE FABRIC 1 1 N Plan; review 13y SAFEbuilt CONSULTANT nm am ,: ODOM TACOMA-SEATTLE-SPOKANE•TRI-CITIES 2215 North 301h Street,Su3e 300 Tecwne,WA 90403 253.383.2422 M 253.333.2572 m wwe.ahbLoo we Submittals/Revisions: PERMIT SUBMITTAL 04/19/19 Sheet Title: TESTING AND INSPECTION NOTES Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 s Approved: DLB N Building No: Sheet No: S0.5 s COPYRIGHT NELSON/CRAFT 2019 F E D C B A FOUNDATION NOTES: 245'-0" 1. SEE SHEET S0.1 FOR GENERAL NOTES.SEE SHEET SO.3 FOR TYPICAL DETAILS.SEE SHEET SQ4 FOR TESTING AND INSPECTION NOTES. G/�YTEW J�Y LL^. 45'-0" 50'-0' S0'-0" 50'-0" 50'-0' l.7/'1 LYY/1 lI 2. SEE GEOTECHNICAL ENGINEERING REPORT FOR ALL FOUNDATION AND SLAB SUPPORT I REQUIREMENTS.THIS INCLUDES ALL EXCAVATION,FILL AND FILL PLACEMENT ❑1#,- ❑ ❑ -- '❑' ElI ❑ ® ❑ 0 REQUIREMENTS. Z �- . y rr- _f-::-^---- ---"---�-'-"-- _ -^ - -� --: ---------^--^--- --- -1 � 3. SEE ARCHITECTURAI/MECHANICAL DRAWINGS FOR DRAINS,SLOPES,AND OTHER FLOOR - ❑❑ I:_ .Y'` _ DEPRESSIONS NOT SHOWN. "P I I q, SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS,ELEVATIONS,AND WALLS NOT O s I I❑ SHOWN. 5. VERIFY ALL WINDOWAND DOOR WIDTH AND HEIGHTS WITH ARCHITECTURAL NelcoArchitecture,Inc. 6. LOCATIONS OF COLUMNS LOCATED IN WALLS ARE SHOWN SCHEMATICALLY ON ` { ! STRUCTURAL DRAWINGS.THE CONTRACTOR IS TO COORDINATE LOCATION OF COLUMNS rr J r5 I ❑ WITH ARCHITECTURAL DRAWINGS. 1200 Fifth Avenue 1 COLUMNS NOT SPECIFICALLY LOCATED BY DIMENSIONS SHALL BE LOCATED ADJACENT SuSuite ,W 00 7. r Seattlee.WA 98301 ❑+ 'a, _ J TO OPENINGS AS DIMENSIONED BY THE ARCHITECT.SEE ARCHITECTURAL DRAWINGS FOR ® ® ® ------ ` DETAILS AT ALL WINDOW AND DOOR JAMBS` -- I _ ------�- - --- 2 206.408.8500 phone L❑ � I {, �-- ❑' 8. SEE ARCHITECTURAL DRAWINGS FOR STUD SIZE,SPACING,AND CALLOUTS AT NONSTRUCTURAL WALLS. ww5nr.NELSONv .com ( 1 I❑D 9. FOR TYPICAL CONNECTION OF NON-LOAD BEARING WALLS TO SLAB,USE POWER ACTUATED FASTENERS AT 16'O.C. I.�-------- SEE SHEET SI.2 ," { -------- 10. PANEL ECTURDIMENS LDRAONS DRAWINOWN GS TO CENTERLINEE PANEL JOINT.SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL PANEL DIMENSIONS. ; 11. ELEVATIONS OF PANELS ARE SHOWN ON SHEET 55.1 THRU 55A. ® { I❑ 12, UNLESS NOTED OTHERWISE,TILT-UP PANEL ELEVATIONS SHOW PANELS VIEWED FROM j < 1 INSIDE OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR. i LEGEND. w m Z O� I❑ - _ STEP FOOTING LOCATION-SEE DETAIL 6150.3. rr -L� > ❑" I ' § { CAST IN PLACE CONCRETE WALL.SEE PLAN AND DETAILS FOR Q Z ` • I I b REINFORCING REQUIREMENTS. 7 LL I.I W Z = I' ❑I I'.I ,' 1 TILT-UP CONCRETE WALL.FOR REINFORCING REQUIREMENTS Q AND JOINT LOCATIONS,SEE TILT-UP CONCRETE PANEL `❑' ; I.I❑ ELEVATIONS ON SHEETS S5.1 THRU S5A. J CU Z Lo r - - I - - _ - -� PANEL JOINT BETWEEN TILT-UP CONCRETE WALL PANELS. T t �._-_ _-_T.-_ __ 4 MM L J 1 W 0 Q { I LIB FOOTING SCHEDULE o I II MARK SIZE REINFORCING REMARKS F4.0 4'-0"x 4'-0'x1'-0' (4)#5 EACH WAY AT BOTTOM OF FOOTING I Plan Review { LL_S� I-ttI ; F5.0 T-0'xs-O'x1'4r (5)#5 EACH WAYAT BOTTOM OF FOOTING y SAFEbuilt r Iy 11_°l F6.0 6'-0'x6'-0"x1'-v (6)#5 EACH WAYAT BOTTOM OF FOOTING ❑ F9.0 9'-0'x 9'-0"x V-9 (9)#6 EACH WAY AT BOTTOM OF FOOTING CONSULTANT i. I I FOOTINGS SCHEDULE NOTES: 1 I❑' 1. TOP OF FOOTING ELEVATION=-9S"UNLESS NOTED OTHERWISE ON PLAN. ®I r Is l 2. FOOTING DESIGN BASED ON 1500 PSF ALLOWABLE SOIL BEARING PRESSURE. I I SEE SHEET S1.3 - ---- 3. EQUALLY SPACE REINFORCING IN EACH DIRECTION. I I I 4. PROVIDE 3"CLEAR TO REINFORCING AT BOTTOM OF FOOTING. TACOMA•SEATTLE•SPOKANE. 7RI-0ITIES I❑ 2215 worm 3mh saaaq smm 30o Tacoma,WA 98403 fx 2533M.24221a 253.363.2572 P u 8hb1.Wm_ 5F�, ' II Al I I a�F, - I � ��,of•essA'�OJ� 1 I oy L 2.1 Submittals/Revisions: Irl ij -_-- I- PERMIT SUBMITTAL 04/19/19 ® 21_C, I �- -----' _. �----- ---- - ---- --- - ---------, - -- o t r o-TI---o--�--o-- J o o o li I FOUNDATION PLAN - OVERALL �\ 6 10 20 40 V. I� 1'=20FEET Sheet Title: FOUNDATION PLAN - OVERALL Date: 04/19/19 Design: AMP Drawn: EDO Project No: 2170892.20 s s Approved: DLB N Building No: a Sheet No: 51.1 s COPYRIGHT NELSON/CRAFT 2019 GAYTEWAY LLC. F E D C B A 245'-0' S0'-0" �,-0. 501-0. 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W ! h L__ %%�i %;r>. / r/ 1 fr lr, rr•;" CO Z — rr /y,.%r 831 t ❑ 8N ❑Sy J 41B I I ,,//fjl�//lfjJ//!'y JrrfrJr/ fJ;i% g j��''✓`�i, �/'/r�i�/iir�,• .'% ss.1 in W o Q -9P TYP I, if/ri ff/ rf //iArl r%/rlfrl f' /f rr� r r fjl!r u% ff FrFr /i f // /f✓�/✓// _ ATDOCK 4'-WPOUR ——————————— ----- srRIP N t wNTRucTIONOR !%J//%r � %r�i!'r,l,% � �i,%, t - a /l. ! %l CONTROL JOISTS EO TYP EO TYP EO TYP l/MEN,, // r �/, § UN1 ELEV N /!�f i%/ fiflj r//j % ------ -- — =-1-0 TYP— :✓j'!r�j/lr PER q TP f '1 --- -- UNO 3,-0. t �%%il'% /ij> /".; Yr/ lfiii SB.3 % rl��lij�i / I I < r l $ / �9i/ , r/fi�//, /l1 Plan c.;�y.;ni,, BySAFE�}Uilt 3'-0'POOR srRIP I , . irj% /✓ /%r/f Itr. �`/ /fi/// / - ., ,.-- CONSULTANT ❑ s r./�/ �� /f%// //� �/i `� ,,//�G�,%i'l,/ri�j//cif lii� S //1. 1 ❑ / 1 il,/l /r1 TYP AT a ri /�//ifr ° r. ^ ter/ irl ff % ,/� z TYP AT OPNG 53.1 / //irrj�l.!i rJ�/rrfF/� f TYP AT s //rf/ '�% l ,f �,//' : '.. 53.1 OPNG , /i lrr ! r it l r' INrCOL s3.1 f F%%f / /r i w l r , i 1 I V .;;y %�llY' mmom TAGOMA SFATTLE SPOKANE•TRI-CITIES TYPt , � r r ///, r!/ 1jlf lF ,r/- s.1 / r//r r/„ /1i%,.. rr i Il, /i•: r,,/r `.'.1 - ,.1/i�ir /!!/ /,/y ::✓✓';/'% .. ) I 22 3 383 24 30th Skeet,Suite 300 7acdne,WA98403 1257.383.2d71 iEL 253.383.2572 fa wwx.eh6l.tam wFB ❑ I I /r;r/�j,;�/fir/," r�f�iF;';:;, �l/%r.�„ :;rfrrir,r/lirr/%„r`r "�/rr•'; 53.1 T� -- �r>//l'/�/.//r r//��'r;il' �>//%%J�r� :f/rf%///fir,Jr,,,o/, ;/�ji/ I I❑ � sat'p4 �tNr�d rf//i rri,.lri,%l� i tf;!rr/,Jrr /f% rrr' `1/rlr„l%''/ji,...�;.i"✓rs ❑ + %l% r/1/ O'UNREINFORCED CONC SLAB ON GRADE-SEE GEOTECHNICAL ENGINEERING REPORT FOR -,f ,.�1;�flJ,:�/,g _i;1tr� ( �asu sK ,o<�/fr/r,✓�/:f/! �l/„llf./rF/✓rr lr -r, '/,r/�ii// r r//ui, /'f �f,J'. '/ii B'-0TRIP § b �sr $UBGRADE PREPARATION,CAPILLARY BREAK ..,,, . r f///.r l��ri � 0 ORAL STRIP e+ TYP I — :AND VAPOR BARRIER awALLSANo L— loll ALONG Submittals/Revisions § BRICK GRIDF 37e / '/% ,f /fl i 1 PERMIT SUBMITTAL 04/19/19 MASONRY ,. VENEER r % f/r%%'. f% dJ�r 1.rf, /Jff/ 13s a,//l/r'li;r r/l�� .;,��,,'/rf /�r//% e7 f ��/o r/, f%/ ,�b i�//r,�rf�; .,�%>' I I❑ ❑ I.-,1.. � ,^p+'� MATCHLINE r 9r/,!/ // n 55� — !� 5 : n - — -- MATCHLINE r//fr,rr�rf ❑ � I— -�f��!rJr��/��! rrf � / I! I � r ✓/,////,�,/r/ii/l ri.,,,;!//,�i'!%�/,%ri%/e` ,;,� FOUNDATION PLAN - NORTH Q 3/32"=1' " s.rIN1. Sheet Title: FOUNDATION PLAN- NORTH GENERAL PLAN NOTES: Date: 04/19/19 1. SEE SHEET S0.1 FOR STRUCTURAL NOTES. - Design: AMP 2. SEE SHEET S0.3 FOR TYPICAL DETAILS. Drawn: EDD 3. SEE SHEET S0.4 FOR TESTING AND INSPECTION NOTES, 1 2170892.20 Project No: 4. SEE SHEET S1.1 FOR FOUNDATION NOTES,WALL LEGEND,AND FOOTING SCHEDULE. Approved: DLB Building No: Sheet No: S1.2 COPYRIGHT NELSON/CRAFT 2019 MATCHLINE — _ — — — — MATCHLINE GAYTEWAY LLC. 35 s, E ITYP N E LSOK W I � I I s Nelco Architecture,Inc. ❑ I ,� $ BRICKtr_1 I S3. OPNG �1 MASON CL WALLS AND VENEECOLSALONG J GRIDF 6"UNREINFORCED CONC SLAB ON GRADE•SEE j I I200 FIfth Avenue GEOTECHNICAL ENGINEERING REPORT FOR /I%f!// f $ SeaSuit®Ie3WA 98'10'ISUBGRADE PREPARATION,CAPILLARY BREAK00 � �� r,`AND VAPOR BARRIER r �/� /// 208.408.8500 phone ��r�/ www.NELSONww.com f/rF4.0 10 34B i i I +^�A +^^P I I❑ 4 �5 !MIN ,OPP ,' ` /r 3'•'TYPI I � • � � I I \/ TO POUR I. STRIP TYP AT w 3'•0'POUR I 11 Q W STRIP UNO i I CONTRUCTION OR < Z 32 - Uj I. g O I Ea TYP EO TYP EO TYP 'TYPI CONTROL JOISTS —— TTYPUNO". 4.3 i,,. J rr TOF ELEV= V m Q 31 AT DOCK N e'-0'I � I I 12 i 30C ^ ^ +^ = 1 n ^ TYP AT 6 n ^p � ^ Opp TOF ELEV I a INT COL 53.1 / `\y. ' `\ 4 $ 13 $� 14 ..y.B^ Review \ '.ALLS L _:J— , 2 ATOPNG �/aSAFE�JU.,,3D] 7CL AND 18'-0'POUR ABV COLS ALONG STRIP CONSULTANT GRID NP L 543 .3 i 15 308 11 IN SHADED AREAS D REINFORCE SLAB FOR CRANE PATH WITH#4 AT 18"OC "'; w TACOMA•SEATTLE•SPOKANE•TRI-CITIES EA WAY AT CL OF SLAB 3 AT 23 S4 3 t- •1 AT 22153,Nm1h 301h Street,8Suits&25 2 F Tacoma,WA 38403 253.933.7A72� P53.38&Y572 Frx \fig yj C,.. ABV ___t 3-0" MNW.M61.Wffi WEB POUR STRIP `\�t+o LBp� BRICKMASONRY I -- — — ------ +P I❑ VENEER 60 55p+ Fr ? _.._ �TOF ELEV L.------------------------------------ ————— --_-- _—_ -� I UNO TYP •�@lONAL riNG At _... _ ABV 3:�'-0 s3.1 zs r-- 24] ------- z3 ---- z2 ------ --- z1 --- — 2a a 1a § n Submittals/Revisions: 4 1 M" PERMIT SUBMTTAL 04/19/19 TYP TYP AT OPNG I 245'-0' L I FOUNDATION PLAN — SOUTH 1 1�p SCALE IN FEET Sheet Title: 3/32"=V-0" u�I FOUNDATION PLAN - SOUTH GENERAL PLAN NOTES: Date: 04/19/19 1. SEE SHEET 80.1 FOR STRUCTURAL NOTES. Design: AMP 2. SEE SHEET$0.3 FOR TYPICAL DETAILS. Drawn: EDD 3. SEE ET 80.4 FOR TESTING Project No: 2170892.20 8 4. SEE SHEET 81.1 FOR FOUNDATION NOTES,WALL LEGEND,AND FOOTING SCHEDULE, Approved: DLB Building No: Sheet NO: CCPYRiGIiT NELSON/CRAfT 2019 Q 245'-0' STEEL JOIST/JOIST GIRDER AXIAL SEISMIC LOAD SCHEDULE 45'-0' 50'4N 50'-0' 50'-0" 50'-0" MARK AXIAL SEISMIC LOAD(ULT) NAILER ATTACHMENT LOAD(ASO) REMARKS GAYTEWAY LLC. OB E=7.6 KIPS 250 PLF SHEAR 1100 PLF UPLIFT ® ❑ o o ❑ ❑ ❑ ❑ ----'-.L.. u -------- 12 E-123 KIPS ❑ ........, ❑« III------ ---iu--- - ------ -------------------------------�--- I ------w ---------i --- -------- - ----- -- -- - 1 250 PLF SHEAR 1100 PLF UPLIFT ❑ O E=26.8 KIPS u E ' 30.7 KIPS � I ❑ 38 E=37.8 KIPS f .. 39 = ..__ O .. Em=41.9 KIPS Nelw Architecture,Inc. Em=59.0 KIPS I B Em=63.9 KIPS I I I = S.R. ifth Avenue Em 86.0 KIPS Suit 1300 I Seattle,WA 98101 ❑ ❑ -------- - 2 STEEL JOIST/JOIST GIRDER AXIAL SEISMIC LOAD NOTES: 206.408.8500 phone ❑' 1. E=ULTIMATE SEISMIC LOAD CALCULATED IN ACCORDANCE WITH ASCE 7.10 SECTION -NELSON-c- 12.11.Em=ULTIMATE SEISMIC LOAD CALCULATED IN ACCORDANCE WITH ASCE 7-10 ❑ I SECTION 12.4.3.1. i ----'-"'-- 2. STEEL JOIST MANUFACTURER SHALL DESIGN TOP CHORD OF STEEL JOISTMOIST GIRDER t? FOR AXIAL SEISMIC FORCE NOTED IN THE SCHEDULE. ------- -- ---- - i 3. AT JOISTS STEEL JOIST MANUFACTURER SHALL ATTACH WOOD NAILER TO JOIST TOP CHORD WITH CONNECTION DESIGNED TO ACCOMMODATE ALLOWABLE STRESS DESIGN ® __._.._..-........__._._......_:_... ._.. __.i ❑ (WTX)LEVEL FORCES UPLIFT FORCESNOTED IN THE SCHEDULE.SHEAR FORCES ARE NOT CONCURRENT _ ROOF FRAMING NOTES: 1 4, REFER TO THE ROOF FRAMING PLAN AND DETAILS THAT SHOW WHETHER THE AXIAL LOAD 1. SEE SHEET 80.1 FOR GENERAL NOTES.SEE SHEET S0.3 FOR TYPICAL DETAILS.SEE SHEET I- SEE SHEET 2.2 -----------------=I 3 IS TRANSFERRED THROUGH THE JOIST BEARING SEAT,SPLICE PLATES,OR THROUGH THE S0.4 FOR TESTING AND INSPECTION NOTES. ------- WOOD NAILER. w ❑ I 2. STEEL JOIST DESIGNATION IS SHOWN AS TOTAL LOAD IN POUNDS PER FOOT OVER THE Z ® I 4 SNOW LOAD IN POUNDS PER FOOT. ❑ 3. JOIST GIRDER LOAD DESIGNATION IS SHOWN AS TOTAL LOAD IN KIPS ON EACH PANEL POINT. /r \` j 4. AT EACH COLUMN SUPPORTING JOIST GIRDERS,STEEL JOIST MANUFACTURER SHALL MATCH THE BEARING DEPTH OF ALL JOIST GIRDERS FRAMING INTO COLUMN � (.3 Q Z ❑ ❑� '.__ ___ -_ _ _ T�I _ .' 5. AT EACH JOIST GIRDERhVIDE FLANGE BEAM SUPPORTING STEEL JOISTS STEEL JOIST W I O I 1 MANUFACTURER SHALL MATCH THE BEARING DEPTHS OF ALL JOISTS FRAMING INTO JOIST ry GIRDERAMDE FLANGE BEAM. ❑ �®' - - I ' 8. STEEL JOISTS AND JOIST GIRDERS MAY HAVE NONSTANDARD BEARING HEIGHTS,STEEL (C) Z _______--___ _______. __ DETAILER TO COORDINATE HEIGHT OF BEARING SEAT WITH JOIST MANUFACTURER.UNLESS J ❑ 1 NOTED OTHERWISE STEEL JOISTS SHALL HAVE SEAT DEPTH FOR 51/7 TOTAL DEPTH WITH � `5 _ q _..._ __-._.-_-_-._- _._.-. -._.-._. 4, 3x WOOD NAILER. /� M O ❑ 7. STEEL ROOF JOIST SUPPLIER SHALL PROVIDE BRIDGING FOR STEEL JOISTS PER STEEL E] v w N JOIST INSTITUTE AND MANUFACTURERS RECOMMENDATIONS.IN ADDITION TO LOADS SHOWN,BOTH JOISTS AND BRIDGING SHALL ALSO BE DESIGNED FOR A NET UPLIFT OF 10.0 ©ry PER 1, 8. STEEL JOIST MANUFACTURER SHALL DESIGN STEEL JOISTS AND JOIST GIRDERS FOR LOADS ❑ DUE TO SPRINIO.ER SYSTEM LARGER THAN 4'DIAMETER,CONTRACTOR SHALL COORDINATE ..__-.i AND PROVIDE JOIST MANUFACTURER WITH MAGNITUDE AND LOCATION OF LOADS.JOIST MANUFACTURER SHALL BID 250M"ADD LOAD"AT EACH JOIST U.N.O.CONTRACTOR SHALL ATTACH POINT LOADS TO JOIST PANEL POINT OR PROVIDE ADDITIONAL FIELD INSTALLED Plan Review ® I. .. ....... ............... �i._..,...._ _. .....-.--------L.._,_._._.__ _......._ _ . ..... ....___......._..__. ..... _..._.... '❑° ANGLE WEB REINFORCEMENT IN ACCORDANCE WITH JOIST MFR RECOMMENDATIONS, By SAFEI?UIIt 9. STEEL JOIST MANUFACTURER SHALL DESIGN STEEL JOISTS AND JOIST GIRDERS FOR ANY ❑ ADDITIONAL SPECIAL LOADS AS INDICATED ON THE STRUCTURAL DRAWINGS.THESE LOADS ----- - - - - - -- -- SHEET 2.9 -- -. _ -........_: __._._._._. __.._,.::...___......_.., �._-._-._..-.._. 5 SHALL INCLUDE SNOW DRIFTING,MECHANICAL EQUIPMENT,AXIAL SEISMIC FORCES,CHORD CONSULTANT Ri I. SEE SH ------------ FORCES,ETC.AXIAL LOADS IN JOIST AND GIRDER TOP CHORDS AS INDICATED,SEE STEEL +tm7n,3 ...,....... .......... .. ...._...... .. _. ............ .............. ..........._ .. ............ 1.._.__: _..-_ ........ ._...... JOISTI JOIST GIRDER AXIAL SEISMIC LOAD SCHEDULE ON SHEET 80.6 . G�70) i '❑' 10. STEEL JOIST MANUFACTURER SHALL LOCATE,SIZE AND PROVIDE ERECTION BOLTS AS © I ', REQUIRED. STEEL DETAILER SHALL COORDINATE LOCATION OF BOLT HOLES IN ALL CAP PL, L. ... ... ...... .. . ..... ... .,,I ..... .... EMBEDS,ETC. 0 II SS 11. STEEL JOIST MANUFACTURER SHALL PROVIDE 3x OF NO.2 SHOP INSTALLED WOOD NAILER 1•._L:..____..L_-_._,,_. J .. ... ___.._._._ _._._._____._ i .t ..._. _.___I ON ALL JOIST TOP CHORDS.NAILERS SHALL BE CAPABLE OF TRANSFERRING SHEAR FORCE INTO JOIST TOP CHORD IN ADDITION TO MINIMUM NET UPLIFT.SEE STEEL JOIST I JOIST TACOMA•SEATTLE•SPOKANE TRI-CITIES ® GIRDER AXIAL SEISMIC LOAD SCHEDULE ON THIS SHEET FOR NAILER ATTACHMENT LOAD. Oth Ta 00 A8B403 ............ ._.__._.__ ..._._.__.�__.__._....,.,... _.... _._..._ _.__...._,.. .._....__.._ ....__._. _...._..._.__..-_.. .....,...I ❑ 253.389.2422 mt 2%383.572 m w ahb mm WE ®I 12. LOADS DUE TO HIGH LIFT OVERHEAD DOORS HAVE NOT BEEN INDICATED IN THE ROOF ! 0 ❑' DESIGN.CONTRACTOR SHALL COORDINATE SIZE AND LOCATION OF FRAMING REQUIRED TO SUPPORT HIGH LIFT DOORS - ® ' -r - _ i i I. I I 6 13. STEEL JOISTS SHALL BE PRE-ASSEMBLED INTO PANELS FOR ERECTION PER OSHA 29 CFR I i I _ PART 1926 757 - - I I I © 14. SHEATHING SHALL BE 8-0'x 10.0"PANELS PANEL JOINTS SHALL BE STAGGERED SUCH THAT THE OFFSET JOINTS RUN PERPENDICULAR TO SUPPORTS s B �I _ ,.. § 15. STEEL JOIST MANUFACTURER SHALL DESIGN JOISTS OVER OFFICE AREAS(WEST OF GRID E T C 'ASS 1 -- ----�-- I' I I �`----- t -,--'I ""ff L r BETWEENGRID31 AND2PLUS10.0'BETWEEN GRID 3 PLUS 10.0'AND GRID 4 PLUS 40'-0", JONAL AND BETWEEN GRID 5 PLUS 404"AND GRID 7)FOR ADDITIONAL 10000 CONCENTRATED LOAD -" -�•-- - ---I AT ANY ONE TOP OR BOTTOM CHORD PANEL POINT ALONG THE JOIST AND SHALL DESIGN Submittals/Revisions: JOIST GIRDERS SUPPORTING THESE JOISTS FOR(2)1500M CONCENTRATED LOADS AT ANY • -._....� �____ ! ! 1 _,�� '❑' TWO JOIST BEARING LOCATIONS ON JOIST GIRDERS.JOIST MANUFACTURER SHALL DESIGN I I t I THESE JOISTS FOR ADDITIONAL BENDING STRESSES RESULTING FROM A 500 LB PERMIT SUBMITTAL 04/19/19 I ❑ ❑❑ I 1----- --------i i I __-_ I- ( -_-_ �. __ .__ CONCENTRATED LOAD LOCATED AT ANY LOCATION ALONG THE TOP CHORD. ��_________ __ _______ _ ____ _______ _ ® ® ® ❑ o ❑ o 0 0 DIAPHRAGM SCHEDULE MARK SHEATHING NAILING STIFFENERS BETWEEN "DIA ANCHOR BOLT ASD ALLOWABLE UNIT ASD ALLOWABLE UNIT DIAPHRAGM BOUNDARIES ALL JOISTS AND PANEL EDGES FIELD STEEL JOISTS SPACING SHEAR-SEISMIC SHEAR-WIND ROOF FRAMING PLAN - OVERALL o 0 20 ao ST APA RATED 1 _ OA STRUCTURALI 10d AT 8"OC 10d AT 8"OC 10d AT 12"OC 2x8 DF N0.2 AT?a"OC 48'OC $20 PLF 448 PLF 1'=20 FEET SHEATHING 1"=20,-0° %z APA RATED OSTRUCTURALI 10d AT4"OC 1Od AT 4"OC 10d AT 12"OC 2x8 DF NO.2 AT 24"OC 48'OC 425 PLF 595 PLF SHEATHING Sheet Title: '% APARATED 2x6 OF N0.2 AT 24"OC O STRUCTURAL 1 10d AT 2Y2"OC 10d AT 2Yx"OC 10d AT 12"OC he DF NO.2 AT PANEL EDGES 37 OC 720 PLF 1008 PLF SHEATHING ROOF FRAMING PLAN - OVERALL Date: 04/19/19 Design: AMP Drawn: EDD DIAPHRAGM NOTES I 1 2170892.20 Project Na: 1 ALL METER AND SHALL PENETRATE INTO FRAMING EMBERS MINIMUM LS SHALL BE COMMON,1 12IMUM NAILSI48 SHAL6 BE LOCATED AT LEAST 3/8'ROM THE Approved: )LB EDGES OF PANELS 2. ALL SHEATHING PANELS SHALL BE NOT LESS THAN 4'-0"x104"UNLESS OTHERWISE Building No: APPROVED BY THE ENGINEER.AT BOUNDARIES AND CHANGES IN FRAMING DIRECTION, m PANELS MAY BE ANY SIZE PROVIDED ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING WITH 3x NOMINAL Sheet No: WIDTH. �2�� COPYRIGHT NELSON/CRAFT 2019 F E o B GAYTEWAY LLC. 245'-0" 45'-0" 50'-0' 5V-0° 50'-0' TYP TYP 30,-0" AT JBT A BOT SHTG=2Td 314° BOT SHTG=28'-1012" BOT SHTG=2T-0314' , BOT SHTG=ZB'-1012' JST 11 BOT SHTG=27'-0314" BOTSHTG=28'-,012" BOT SHTG=2T-11" BOTSHTG=28'-1012' I Ne�Architecture,�nc, SON BOT SHTG=28'-0' SHADED PANELS BOT SHTG=2T-812" �•1 4fi �'2 47 48 � O 54.1 51 TOPOFPARAPET •I - _ ,...ELEVATION c3T-�-_._____ 2 _-__.. j 1200 Fifth _-.- _.�. Avenue 6 ❑ _�._.- _/._,_--_-- 8 7 \ -� /'� i Suite fifth 300 Seattle,WA 98101 \ �� 12 206 408 8500 ph\. { -i one 32 LH 367250 A7 8.10'-0'OC TYP UNO � � I TYP _. 1 4 ❑ -.NELSONw .Com I BTNN 1 54.1 L_ 54.2 _r A / ,/ I .JST I I' TYP 4 10 \ AT JST CANOPY BELOW PER 1 _ `� " �h 42 I A d 2xfi TYRAT 54.5 S4.1 12 z / SKYLIGHT, TYP 3.6 TYP AT' S4.1 SKYLIGHT BOT SHTG=27'-870 I41C BOT SHTG=2T41718' 1 70 � /� •� �� 1 1,1 jl • q ❑ W V 1 `\�\ 138 m W Z Q 4.2 2I 6 r 9'.88" 1 10, Sa, W 54.2 41 fi :. 10 541 I 1 i 3 t 54.3 27 42 � � 1'10.OK PLUB 1B5 PLF 4fi G SN 10.OK PLUS 1B5 PLF 64 _30-0fi G 5N,O.OK PLUS 185 PLF 88 - - BOT SHTG-273718' 5 „- \ 4 � q 'r I ❑ 54.1 1.1 ❑ I ,,S42 OT SHTG=29'-6" 54.2 BOT SHTG=29-0" S42 BOT SHTG=29'-6' S4.2 �. 5 Z BOT SHTG=2T37/8" 41B I 54.3 TYP TYP. _ BOT SHTG=26'-,O11Y BOT SHTG 27-11' OPP I BTWN AT JST Lo 5 B-0" i 54.4 \ ❑ JST V W 0 TYP N _ \,V AT JST L'J I I I 4 t-y- BOTSHTG=28-001f1' I BOT SHTG=274314' PlanR@1/}ew m By SAFEbuiit \ ROOF SHTG AND 2x STIFFENERS \ �XX SEE DIAPHRAGM SCHEDULE ONi, SHEET 52.1. CONSULTANT 2 2 Pg 2 i TYP TYP S42 .54.2 F lYP S42 2 BTYP TN44 1 4 BTWN JST 4 a I JST , \l - b Q© Q TYP r AT JST 54.1 BOT SHTG=29'-6" �' BOT SHTG=30'4512' BOT SHTG=29-6" BOT SHTG=28'-1012' 11 TACOMA SEATTLE SPOKANE-TRI-CITIES 54.4 OPP 2215 NoM 3011,Street,S0.300 Tacame,WA 98403 BOT SHTG=2T-85116' 37C I 1 253.3831422 DEL 253.3832572W -hk=Nth sa.z TYP sa.z TYP saz TYP BOTSHTG=27'-85N6" SHADED PANELS 54.1 \\ 10 10 10 10 1 TOP OF PARAPET 37 ELEVATION=32'-0" 54A {1 'e9 10 10 10 10 f TONAL TYP BOT SHTG=2T-0&4' s4A Submittals/Revisions: ❑' ` PERMIT SUBMITTAL 04/19/19 57 36 10 •t 10 10 10 ` MATCHLINE W. ------------ ----------- ---------�...-� -�- - _ -_--- - - -�-�- -MATCHLINE 4 - i 1 ROOF FRAMING PLAN - NORTH D D 2D 3/32"=1,_0e SCALE IN FEET ��UI VVV Sheet Title: GENERAL PLAN NOTES: ROOF FRAMING PLAN- NORTH 1. SEE SHEET S0.I FOR STRUCTURAL NOTES, Date: 04/19/19 2. SEE SHEET 80.3 FOR TYPICAL DETAILS. 3. SEE SHEET S0.4 FOR TESTING AND INSPECTION NOTES. Design: AMP 4. SEE SHEET S2.I FOR ROOF FRAMING NOTES,STEEL JOIST/JOIST GIRDER AXIAL SEISMIC Drawn: EDD LOAD SCHEDULE,AND DIAPHRAGM SCHEDULE. Project No: 2170892.20 s Approved: DLB Building No: Sheet No: S 2.2 COPYRIGHT NELSON/CRAFT 2019 41 MATCHLINE� LL r ------ ------- ------- -------- �MATCHLINE GAYTEWAY LLC. 4 6 II SOT SHrG-296' SOT SHTG=30'$12' 80T SHTG=29'$" BOT SHTG=20'-51/4" 54.4 II 3. I NELSON S4.4 10 10 10 10 I 1 TYP TYP II I 54.1 ATJST - 55 1135 Nelco Architecture,Inc. 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RI FOR CALLOUTS FOR CALLOUTS IN COMMON SEEIN COMMON RI CL PANEL,VERTICAL SEE_ - REINFANDCONTFTG I --- ------- ---- SLOPE SLAB AT DRIVE-IN TRUCK SEEPANEL ELEVATIONS SLAB AND REINF DOOR NOT SLOPE AT MANDOOR GRID OR DIMENSION FORIPANEL TO SLAB GRID OR DIMENSION TILT-UPPANEL PER PLAN-SLOPE SLAB AT AND STOREFRONT CONDITIONS TINE i REINFORCING LINE BEYOND NELSON DRIVE-IN TRUCK DOOR PER #4 SLAB DOWELS z 4'-0"AT GALV L 3 x 3 z U TILT UP PANEL #5 CONT NOSING BAR Nelco Architecture,Inc. 18'OC-CENTERON JOINT W1314'DIAz O'-0"WHS BEYOND SLAB AND REINF TILT-UPPANEL- 2" LAP40z BAR DIA AT 18'OC-OMITAT FINISH GRADE PER PLAN FIELD BEND TYP WALL SEE PLAN AND • STOREFRONTDD REINFASSHOWN PER ARCH/ ELEVATION FOR TOOLED JOINT CIVIL 1 THICKEN SLAB CONDITIONS — 1200 Fifth Avenue REINF R=1/8' : 2'43° ATOPENINGS ' Suite 1300 MAN FF ELE_Vim. FF ELEV� `moo Seattle.WA 98101. PER PLAN . PER \ • t • 206.408.8500 phone w • 2-0AT"MAX- #5GONT 11. 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G.C.MAY CONSTRUCT WALL FIN GRADE-ELEV � USING TILT-UP PANEL 4'e CL COL AND FTG 2533832422 rtt 253.383.2572 vax xw«ahN.wmCONIC LTVARIES-SEE I CONSTRUCTION OR CAST IN ASPHALT PAVING PLACE. 9 PERARCHICIVIL LARCHICIVIL �>i---- 2. TILTIMUM O ELS SHALL BEMAXIMUM OF 25'-0'LENGTH WITHCL PLATE 314'JOINTS.GALVANIZE OR COAT INGDOWELSAT W1 ASPHALTIC AND COL 11. 3. CONRACTOR SHALL "OC FOR RETAINEDEMULSIONWHERE Typ COORDINATE JOINT LOCATIONS .HEIGN UP T04'-0'-EXPOSED TO SOIL u AS REOUIREO #5 AT 18"OC INCREASE SPACING TO HSS COL PER PLAN Fgs y,1 �� s HORIZONAL 18"OCFOR RETAINED ZONAL G�� o �� 11"TYP BLOCKOUT SLAB AS REOD AT HSS HEIGHT UP TO 2'-V 2 ® COL-GROUT SOLID AFTER $Ubmlt:a s/RevisionS: a !7 INSTALLATION Ads HCAOirPAVINc PLLSfi>COLCEPiWHD us j PERMIT SUBMITTAL 04/19/19 .PER ARCHICIVIL W WI(4)314'DIA EXP BOLTS SARIMET SLAB AT TYp' (2)#5 CONT AT qua 2"DIA PVC WEEP HOLE OR SIMPSON TITEN HD WI B" PARIMETER OF ® BOTTOM OF AT 8'-0'O.C. 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SPLICE PL TO L 114 8 BRG PL L COFFS(MAY BE ��0� 114 3 OFFSET FROM CL JNT CHORD SPLICE PL 1 z 3 x 7-T JST BEARING PL 318 x3112 x NeILD Architedure,Inc. 1'4"WHERE JST OCCURS L 3 x 2 x 1.z 2'-0' WITHIN 8"OF CENTER OF LLH AT ENDS OF PANEL JNT PANEL 1200 Fifth Avenue ------_.__ - Suite'1300 -'' -- .`j'I_-.. - ._.__ --._--.I - 206.408.8500 phone. H ---NI II 11 II IItI w .NELSONw .com 2-0"-NO CONNECTION BTWN L 6 z 4 AND CONCRETE THIS REGION CONFIGURE WHS AS SHOWNAT ENDS OF PANEL 4x6 DF#2 W1314"DIA BENT AS z 1'-0"W16' STRAP ACROSS FIRST TWO CONDITION AT PANEL MIN EMB-SPACE PER DIAPHRAGM SCHED TRUSSES WI MST60 TO ALIGN WI ALL PA STRAPS-ONE ROW RID JNT RIB RI ONLY DIAPHRAGM NAILING (2)SIMP P$418 STRAPS(ONE EA SIDE) UNDER STRAPS LOCATED AT 8'-0"OC WI(3)W DIA MB AS 2112"DF SHOP INSTALLED NAILER. BOUNDARY NAILING PER SHOWN 3z8 DF#2 WISIMP HF38N R AT PNL JNT,PLANE LAST 2'-0"TO L 6 x 4 CHORD NOTES: 14 DIAPHRAGM SCHED EDGE NAIL'G ALONG 3x6 EACH ALIGNED WI ALLL ui M Z 114 2112 BRG COMPENSATE FOR BEARING PLATE 1 1 1 THICKNESS 1. ADD CHORD SPLICE PL BTWN EMBS ANGLE PIECES AT LOCATIONS WHERE PANEL CHANGES SLOPE W MID PANEL ® 4A0 Q Z 2. IT SHALL SHALL BE ACCEPTABLE TO � O SPLICE ANGLE AT ANY LOCATION f I. W 2 H MID PANEL PROVIDED BTWN EACH 4.6 DF#2 WI314"DIA BENT AS x V-0'W16" STRAP CONT L 6 x 4 x 318 LLV ON -� CHANNEL PIECE. 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STRAP ACROSS TWO BAYS EMS PL 314z 12"x1'4" WITH SIMP MST60 STRAP, BOUNDARY NAILING PER DIAPHRAGM UNO-WHEN STRAP LANDS T' WI(6)314"DIAxS'WHS SCHED 114 4 ON PANEL JNT DIAPHRAGM AT9'GAGE-SPACEAT 114 2112 PRE-ASSEMBLE PL 318'x 4'x 0'-C NAILING IS NOT REQ'D 1a-pOC-CENTER AT 4x6 DF#2 LEDGER BTWN TRUSSES TO SIMP MST72 CUT TO 36'LONG UNDER STRAP CL JST 1. STRAP-WELD TO EMS PLATE AND CLR 3118 THEN NAIL T03X8 STIFFENER W/ , 6 I.� CT s4e G 1l4 O 0 O = �I T 0.SHTG (34)18dSs/ONAL a� >. PER PLAN Submittals/Revisions: CLEM — — PERMIT SUBMITTAL 04/19/19 O O 0 _ 3z6 STIFFENER AT STRAP - MST LOCATIONS,TYP STRAPTO CONT L 6 z4 PER e PL 318' 118 3 CONT LB z4 PER e ATTACH W1314'DIA ATTACH W1314"DIA EXPANSION ANCHOR WI 5' .EXPANSION ANCHOR W15' EMS-SPACE PER EMB-SPACE PER DIAPHRAGM SCHED DIAPHRAGM SCHED STRAP CONNECTION TO TRUSS MFR DESIGN TOP CHORD PRE-ENGR JST PER PLAN —� WALL AND DIAPHRAGM FOR AXIAL SEISMIC FORCE PER NAILING ARE PART OF SFRS PLAN TO BE TRANSFERED THROUGH THE BEARING SEAT CONTRITION AT 0ONTL6x4x318 LLVW1114' STIFFENER PL-CENTER CONTRITION BTWN TRUSSES STIFF AND EMS ON CL JST TRUSSES • Sheet Title: SECTION SECTION SECTION ROOF FRAMING DETAILS of 5 1 6 Date: 04/19/19 Design, AMP Drawn: EDD Project No: 2170892.20 Approved: DLB Building No: Sheen No: S4.1 s COPYRIGHT NELSON/CRAFT 2019 CL COL PRE{NGR JST MFR SHALL DESIGN GAYTEWAY LLC. RI I RI TOP CHORD F R AX14L SEISMIC FORCE SHOWN ON THE ROOF FRAMING PLAN TO BE 1 12)ROWS OF ROOF BOUNDARY TRANSFERRED THRU THE BEARING 114 4 KNIFE PL 718"x JST GIRDER NAILING TO 4x6 SEAT AND ACROSS THE JST GIRDER WELD TO EA BEARING DEPTH MINUS 112" ATTACH 4x TO GIRDER W1 PL 1/4 x COL x COL WIDTH US PLUS(2) ' SIDE x1'-1"TYP z4 z0'4"EACH SIDESIDE PI DIA NELSON f zCOL DEPTH PLUS I'WI(2) JSTGIRDER tl4 8 MB AT CL-WELD EASIOE PL TO 4x68LKG BIWN 314'DIA MB AT 5"GAGE AS PRE-ENGR JST MFR SHALL GIRDER Wl 1/4"x 4"FILLET JOISTS-SEE PLAN REQ,D BY PRE-ENGR JST JST GIRDER DESIGN TR.P CHORD OF WELD-SPACE PL AT 3'-0'OC AT FOR EXTENT Nelco Architecture,Inc. GIRDER MFR TO BRG PL PRE-ENGR JST GIRDER FOR (3)LOCATIONS BET EACH JST- TYP 114 4 AXIAL SEISMIC FORCE SEE PLAN FOR EXTENT SHOWN ON THE ROOF JST FRAMING PLAN PRE-ENGR JST PER PLAN 114 212 TO GIRDER. TYP 9200 Fifth Avenue _-_ _ --- Suite e,W -`- -' '��..�i — � - - 00 Seattle,WA 98101 206.408.8500 phone 712'JST GIRDER BEARING —NELSON—corn DEPTH 211. L3 x 3x 114 x 0'4"W/ TYP Sre'DIA IXPANCHOR 1 4 EMI 114 \ HSS COL PER PLAN \ BEARING PL 374'z COLUMN (2)314'DIA MB AT 5"GAGE PRE-ENGR JST WIDTH PLUS P z AS REq'D- AS RECrD BY PRE{NGR JST GIRDER PER PLAN GC COORDINATE WI MFR PRE-ENGRJSTMFR I \\ / I 1l4 / STABILIZER PL w FOR 1/4 1 / PRE{NGR JST NS AND FS I 12. 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JOISTS-SEE PLAN 11. 2 2 71. / PLATE TO FOR EXTENT TOP PL 114 10 GRDER 114 EA KNIFE JEST PER R ohs*p4*�Tr&ad .. PRE-ENGR JST PLAN GIRDER PER PLAN BRIG PL 314'x 12"RADIUS TO y 8" CORNER PRE-ENGR JST GIRDER 1 / TPRE{NGR 114 DESIGNED FOR ADDL SSZONAL JST PER PLAN j / SEISMIC LOAD IN TOP \ \ PRE-ENGR JST 1" CHORD PER PLAN 114 8 PLATE b GIRDER PER PLAN Submittals/Revisions: 1 / s 1 \ *� ° ASSEMBLY / \ PERMIT SUBMITTAL 04/19/19 PLATE Q�."A$ SIDE PL 318 ACEA SIDE OF COL, STIFFENERS PER PLAN ` \ AND SCHED WI SIMP FOR ATTACHMENT SEEe AND H HF38N EA \ / / 218 I tz 12 (2)314"DIA MB PER END GIRDER MFR. TYP TYP x\ SIDE PL PER / PRE-ENGR JST GIRDER I \ / '� HSSCOL SEE \\ PER PLAN x PER PLAN FOR \\ CALLOUTS IN STABILIZER PL _ COMMON \ PIR z 1 - I �NOT vp0DO NOT WELD BOTTOM CHORD STABILIZER PL TO STABILIZER PL ALL WELDS AND PUS ABOVE PER F CHORD TO STABILIZER PL ALL WELDS AND PL'S GIRDER BEARING PL ARE Sheet Title: PART OF SFRS TYP ABOVE GIRDER BEARING -SS COL PER PLAN PL ARE PART OF SFRS ROOF FRAMING DETAILS Date: 04/19/19 Design: AMP SECTION FwF SECTION Fr� SECTION Drawn: EDD 6 1 g 111 1,= _011 1„=1,_O„ 1"=1,_0,� Project Na: 2170892.20 Approved: DLB Building No: Sheet No: S4.2 COPYRIGHT NELSON/CRAM 2019 RID SPLICE PL 518 x8"x2'1' 8" 5/16 6 ----- ROOF SHTG PER PLAN 600 S 125-43 x 0'-10" AGAINST WALL-ATTACH GAYTEWAY LLC. ---- WOOD BLOCKING WITH(2)112"DIA EXPANSION WARP ROOF AT JST DUE TO ANCHORS Wl3"EMB THICKNESS OF SPLICE PL PRE-ENGR JST MFR SHALL DESIGN TOP CHORD OF BU HEADER PER e WOOD NAILER AND PRE-ENGR JST GIRDER FOR ANCHORAGE PER 2 AXIAL SEISMIC FORCE BU STEEL STUD HEADER WI 84,1 SHOWN ON THE ROOF AND 2)S 0 T 154-54 NELSON FRAMING PLAN ANGLE EMS AT TOP OF AND(2)800 T 125.54 W WALL PER TRACKS WI#10 SELF 54.1 TAPPING SELF DRILLING NeloD Architecture,Inc. • SCREWSATI2"OCL91 U+ a 411T125-54TRACK W1810 1L "N ® SELF TAPPING SELF ----=1 rm — ------ ------ -- --Ir--71 -- -- DRILLING SCREWS AT I2"OC 1200 Fifth Avenue II II ----+I-----H--- _ ____ 400T125.54 TRACK WI SAS' ATTACH EACH SIDE OF HEADER Suite Seattle, 98101 CIA EXP NCHORS AT 24"OC TO TRACK WITH(3)M10 SELF TAPPING SELF DRILLING SCREWS • 4 206.408.8500 phone 005125./3 AT?A"OC w .NELSONww-com Z-T NO WHS SEE 1 15132'APA RATED SHTO- CONTIDION AT TYP SPACING PER PLAN AND 3" 3' 3" 3' CONNECTIONS \ FOR 542 ATTACH WI810 SCREWS AT BUILT-UP HEADER DETAILS 6"OC AT SUPPORTED IN COMMONCALUOUTS EDGES AND 12'OC INFIELD 400 8 125-43 AGAINST WALL- \ ANCHORS AH 4'OCIW13*EMSION ANCHORS AT&'OC WI3'EMB 518'GWB PER ARCH 1 / ALUMINUM TRIM TO MATCH m _- WINDOW SYSTEM PER ARCH H / TILT-UP WALL PER PLAN AND ELEVATIONS WITH DRIP �� EDGE M z Q MASONRYVENEER Q R W TILT-UP PANEL PER PLAN O AND LINTEL PER 4 e MAIN PANEL OPENING AND ELEVATIONS BEYOND Uj TILT-UP WINDOW P PANEL BEYOND PER PPLAN NGR'IT GIRDER PER SYSTEM PER ARCH TILT-UP WING WALL Q PLAN AND ELEVATIONS PER PLAN J c0 z SECTION 1 SECTION 2 SECTION 3 m O a V.=11-01. 4 =t_Oe ill=V-011 N NOTCH NAILERT I SPLICE PL 518 x 3112 x 34114' Plan Review COONNENNECTTIONION ID 1/4 8 ALIGNW/CLOFJOIST By SAFEbuilt PRE-ENGR JST PER PLAN CENTER ON CENTER OF PANEL 114 24 ROOF SHTG PER PLAN CONSULTANT , 2 " " 3x WOOD NAILER M I � i TACOMA•SEATTLE•SPOKANE•TRI-CITIES PRE•ENGR JST MFR SHALL \ DESIGN TOP CHORD OF 2215 Nosh 30Ih Street•Sub 300 Ts=a,WA"403 \ t / FOR JST GIRDER 253,383.2422 TEL 253,383.2572 FM —h8l—w. FOR AXIAL SEISMIC FORCE \MxB--/ SHOWN ON THE ROOF 6" ALIGNED W/x 2 Y PE-J R( \ t / FRAMING PLAN MASONRYVENEER CL OF JOIST e \ Re'0' y TIES PER STRUCTURAL \ t / PRE-ENGR JST PER PLAN NOTES CONC TILT-UP PANEL s :t °T O��CTORAL gyp\ S10NAL ` MASONRYVENEER PERARCH rn Submittals/Revisions: TILT-UP PANEL PER PLAN CONT GALVLBx8x318•ATTACH AND ELEVATIONS PERMIT SUBMITTAL 04/19/19 WI 518'DIA STAINLESS STEEL EXPANSION ANCHORS WI4 5/8" STOREFRONT WINDOW SYSTEM EMB AT 24'OC PER ARCH SECTION SECTION - - �+ 5 1,1=t,-0„ t„=t,_0, Sheet Title: ROOF FRAMING DETAILS Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 s Approved: DLB Building No: Sheet No: S4.3 COPYRIGHT NELSON/CRAFT 2019 zip CL BM GAYTEWAY LLC. 4 x 8 DF#2 NAILER-ATTACH WI 314"DIA WTS AT 24'OC CSK I" CONIC TILT-UP PANEL BEYOND (2)ROWS ROOF BNDY MAX NAILING WOOD NAILER AND ANCHORAGE PER 2 " SPLICE PL r - ------�\ 114 2112 � /X1114 B TOL CL COL N E LSO■ RF SHTG PER PLAN • PRE-ENGR JST PER PLAN Nelco Architecture,Inc. I I I I I I I II II II 1 /�� - a-- -�I -- -- 1200 Fifth Avenue TRUSS MF DESIGN TOP CHORD II e n c II II Suite 1300 FOR AXIAL SEISMIC FORCE PER II II II Seattle,WA 98101 l __1 PLAN TO BE TRANSFERRED ------------- THROUGH THE BEARING SEAT 2x OR 3z STIFFENER3 /� j5„ CHORD SPLICE PL 208.408.8500 phone B PER DIAPHRAGM SCHED §z0R 3z STIFFENERS PER 1"x3"x2'-0' S41 WI SIMP HF26N OR DIAPHRAGM SCHED ANGLEEMBATT P 114 w .NELSON—com HF38N EA END OF WALL PE 1 114 8 STIFF PL 1l4 EA I LBz4x318 LLVz2'-0"ON SIDE HALF HEIGHT SIMP MST72 CUT T038" NEAR SIDE ONLY CLIP HORIZ (2 LONG AT B'-0"OC AND CHORD SPLICE PL LEG T03318" SIDES 114 NAIL TO 3x STIFFENER 1"z 3'x2'-0' WI(34)i8d STIFF PL 114 EA SIDE HALF HEIGHT I WF BM PER PLAN WF BM PER PLAN-SIZE VARIES WF BM PER PLAN 118 3 t14 (2)SIDES BRG PL 314 z 812 x AS REO'D 114 -- WI(2)3/4"DW A325•N BOLTS 11, 114 1" AT 512'GAGE 2 BRG PL 314 z 812 x AS REO'D HSS COL PER PLAN WI(2)314"DIA AM-N BOLTS HSS COL PER PLAN AT512"GAGE w 1• >— m Z Q acOL L J � SECTION �A� SECTION SECTION �� j W = Q ROOF SHTG--- 8 (0 Z 1l8 3 T1'P PER PLAN 18 3 Q _ CONIC TILT-UP PANEL BEYOND ROOF BNDY NAILING TYP> 101 AT 4"OC TYPCc PANEL CONT UP AT PARAPET (2)SIMP PS4 STRAPS(ONE ROOF BNDY NAILING Mm C SIMP HSL037 WI(5)114 x 21/2 m Q Q PANELS PERe I EACH SIDE LOCATED AT S41 114 8 ROOF SHTG ) SIDS AT EACH BLOCK (V 8'-0'ON CENTER WI(3)518' RF SHTG PER PLAN---, CHORD SPLICE PL i x 3 x 2'-0" PER PLAN DI'MS. SHOWN I I 2x STIFFENERS CONTC7x9.8 4x BLOCKING __ -- --- PER PLAN W1518•DIAx5 AT24"OC 5 WHS AT 24'OC CONT C PER e W000 NAILER PER 114 2x BLOCKING TOE CONSULTANT 10 2z BLOCKING TOE 2 DR 5 M L8x4z3rBz2-0"ON NEAR SIDE NAIL TO STIFFENERS NAIL TO TRANSVERSE 1 1 (2)t8 CONTAT BLOCKING AS RECI D q- ONLY CLIP HORR LEG TO 9 5118 AS REO'D TOP OF WALL 2z STIFFENERS CO PER PLAN NT�PE 1 so 318 I OR/d\ - ® I _ WF BM PER PUN WALL D ORIENTATION VARIES , REINF PER PLAN R famom CONN PL 318 x 3112 x AS REQ'D AND ELEVATIONS TILT-UP PANEL AND REINF 1 W1314"DIA A325-N BOLTS PER PLAN AND ELEVATIONS I ,_� TACOMA•SFATTLE•SPOKANE•TRI-CITIES 2215 North 30th Street,Sulk 300 Tam.,WA 98403 4• 114 253.383.2422 1EL 253 383 2572 FPX -ehbl-wEe LBz8AND(4)M"CI(x5WH06 1�, z 7-0'AND(4)518"DIA x 5 WHS O �4 oe.xsatly�d SECTION SECTION SECTION �C� ime� ` 'F J V Submittals/Revisions: PERMIT SUBMITTAL 04/19/19 Sheet Title: ROOF FRAMING DETAILS Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 Approved: DLB Building No: a Sheet No: S4e4 COPYRIGHT NELSON/CRAFT 2019 GAYTEWAY LLC. 1/4 3. 3• PL 3T8"x 9"x U'-"WI(4)112'DIA STAINLESS STEEL EXPANSION GALVANIZE ALL ANCHORS WI4"EMB-SPACE AT EXPOSED STEEL CONN PL 3I8z6 zAS REO'D � 8"OC EA WAY NELSON MASONRY VENEER PER ARCH" Ned Architecture,Inc. 314'DIA THRD ROD WI#212 1200 Fifth Avenue CLEVIS AND W DIA A328-N PIN Suite Seattle, W WA 98101 206.408.8500 phone 12 CONN PL 3/8 x 9 x AS REO'D W/(3) w .NELSON—Com 12 D 314"DIAA325-N BOLTS AT 3'OC CONN PL 3rez8xAS REO'D PL 3i8'x9'z 1-0'WI(4)i@'DIA 114 1, STAINLESS STEEL EXPANSION ANCHORS WI4"EMS-SPACE AT 8'GAGE SLOPE L 2 z 2 x 316 LEDGER ®I LU MITER CHANNEL 114 ------------ m Z AT CORNER Q C12x25 CB13 TTER z O GUTTER PER ARCH Q 4-V 8' �7— (0 Z Q L SECTION �� C� m O Q N Plan Review By SAFEbuiit CONSULTANT 919WO O© 0 TACOMA•SEATTLE-SPOKANE-TRI-CITIES 2215 N°M 301hS7eet,Suite 300 Tacoma,WA98403 253.3B3.2422 TL 253.383.2572 EA% WwW.ahhl—WEB L. 60 IONAL Su bm itta!s/Re)isions: PERMIT SUBMITTAL 04/19/19 Sheet Title: ROOF FRAMING DETAILS Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 s s Approved: DO Building No: a Sheet No: S4., COPYRIGHT NELSON/CRAFT 201' GENERAL TILT-UP PANEL NOTES 1. TOLERANCE ON PANEL THICKNESS SPECIFIED SHALL BE PLUSY"AND.MINUS 0".PANEL THICKNESS IS BASED ON LUMBER FORMS OF 7Y4"OR 9Y".REVEALS SHALL NOT EXCEED B %'DEEP AND SHALL BE PLACED AS SHOWN ON THE ARCH DRAWINGS. 2. THE REINFORCEMENT SHOWN ON THE PANEL ELEVATIONS IS IN ADDITION TO TYPICAL GAYTEWAY I �^. 25'-0' 8 24'-483' 25'-7a BARS AT OPENINGS,EDGES,CORNERS,BASE,ETC.OMIT TYPICAL VERTICAL /"� L Y Y A I L t/ REINFORCEMENT WHERE MORE CLOSELY SPACED VERTICAL REINFORCEMENT IS SPECIFIED IN PIERS. CL JNT i 3. PANEL DIMENSIONS ARE TO CENTERLINE OF JOINT OR EDGE OF PANEL OPENING,UNLESS _--k �. NOTED OTHERWISE.ALL PANEL CONNECTOR DIMENSIONS SHOWN ARE TO CENTER LINES OF CONNECTORS UNLESS NOTED OTHERWISE. 4. PROVIDE ADDITIONAL REINFORCING AS REQUIRED FOR LIFTING AND LIFTING INSERTS. O 5. VERTICAL REINFORCEMENT SHALL RUN FULL HEIGHT UNLESS NOTED OTHERWISE. 6. VERIFY SIZE AND LOCATION OF ALL OPENINGSWITH ARCH DRAWINGS. Ne;co Architecture,Inc. 7. QO NOT CUT OR DRILL ANY HOLES IN PANELS WITHOUT APPROVAL OF ENGINEER UNLESS SHOWN OR INDICATED. Suit Fifth Avenue --- -- _ - - - Y THE ENGINEER PRIOR -_. PLACEMENL RTO Suite'1300 8. REINFORCING SHOP DRAWINGS SHALL BE REVIEWED Seattle,WA 98101 30 Ic• 30 5 30 206.408.8500+22'-0' 9. DO NOT SCALE PANEL ELEVATIONS.SEE ARCH DWGS FOR BUILDING DIMENSIONS. phone 5 5 t i 10. SLOPE TOP OF PANELS WHERE REQUIRED PER ARCH DRAWINGS. www.NELSONww.com I 1 f 11. SEE FOUNDATION PLAN FOR LOCATIONS OF PANELS. 58.1 S61 -. .._.__.__. 58.1 Sfi.i ! t' S6.1 - _..-. 56.1 SPACE SPACE 72. UNLESS NOTED OTHERWISE,TILT-UP PANEL ELEVATONS SHOW PANELS VIEWED FROM 30 VERTS AT VERTS AT ! 30 30 INSIDE OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR. 1Y OC 16"DC -El +12'' 6 2I t 5 5 r 1 TILT-UP PANEL KEYNOTES: tO.96 VERTICAL AT I3"OC AND 95 HORIZONTAL AT I6'OC-CENTER VERTICAL REINFORCING AT CL OF PANEL PER DETAIL I/S6.1. ttP i. O2 TYPICAL REINFABOVE AND BELOW OPENINGS:#5 AT 18"OC VERTICAL AND#5 AT 18"OC I 1 8 7B HORIZONTAL.CENTER VERTICAL REINF AT CL OF PANEL PER DETAIL 1186.1.EXTEND 116 #5 AT 1Y OC EACH FACE AND 93 CLOSED TIES AT 48"OC PER DETAIL I I S6.1 EXTEND HORIZONTAL REINFORCING FULL WIDTH OF PANEL.HOOK VERTICAL REINF TOP AND HORIZONTAL REINFORCING FULL WIDTH OF PANEL. �_. �. ��..--___--.._.- - ice. __ 1 L I I f_� J��I __ __ _: .__. `s FFE=0'-0' __ BOTTOM WITH STANDARD 180 DEGREE HOOKS. #6ATIT OC VERTICAL AND#5AT16'OC HORIZONTAL-CENTER VERTICAL REINFORCING � m Z Q i .- - --= : 3 #6x4'-0'DIAGONAL TYPICAL AT OPENING CORNERS.WHEREOF ISLOCATED AT CL OF PANEL PER DETAIL II S6.I EXTEND HORIZONTAL REINFORCING FULL WIDTH OF CLOSER THAN 24"FROM EDGE OF PANEL,BEND BAR TO FOLLOW EDGE OF PANEL. PANEL. < W 2 VERT EA FACE IN PI TOTAL EQUALLY SPACED O4 O 12 (2)#5 PIER, � QAT Z �1 711V THICK PANEL 2❑7114'THICK PANEL 3 71/4"THICK PANEL 4�7114"THICK PANEL BOTTOM CORNER OF PANEL REINFORCED WITH SINGLE MAT OF STEEL 13 (3)#b VERT EA FACE IN PIER,(6)TOTAL EQUALLY SPACED SEE PANEL❑3 SEE PANEL❑3 O5 (2)#5 TYPICAL AT EDGE OF PANEL MINIMUM 14 (4)#5 VERT EA FACE IN PIER,(8)TOTAL EQUALLY SPACED 1 Q OB (2)#5 TYPICAL AT EDGE OF OPENING OR FUTURE KNOCK-OUT MINIMUM.EXTEND 15 (5)05 VERT EA FACE IN PIER,(10)TOTAL EQUALLY SPACED (O Z VERTICALREINFORCINGFULL HEIGHT OF PANEL.EXTEND HORIZONTAL REINFORCING .INTERIOR PANEL E L E VAT I O N MINIMUM 30'PAST OPENING.HOOK HORIZONTAL REIINFORCING WITH STANDARD HOOK i6 (6)#5 VERT EA FACE IN PIER,(12)TOTAL EQUALLY SPACED Q WHERE OPENING IS LOCATED CLOSER THAN 30"FROM EDGE OF PANEL. 1/8"=T O° 17 (7)#6 VERT EA FACE INPIER,(14)TOTAL EQUALLY SPACED V M O Q AT PIERS PROVIDE#3TIES 1�1 AT 12.00 ADJACENT TO 18 (8)#5 PERT EA FACE IN PIER,(18)T07AL EQUALLY SPACED N OPENINGS OR FUTURE KNOCK-OUT AND FOR 12'ABOVE AND BELOW OPENING.INCREASE TIE SPACING TO 48"OC FOR THE REMAINDER OF THE PANEL.SEE PANEL ELEVATION 19 (9)#5 VERT EA FACE IN PIER,(18)TOTAL EQUALLY SPACED WHERE TIGHTER TIE SPACING MAY BE SPECIFIED ADJACENT TO OPENING. 20 (10)#5 VERT EA FACE IN PIER,(20)TOTAL EQUALLY SPACED 78 AT PIERS PROVIDE#3 HAIRPINS AT 6"OC IN LIEU OF TYPICAL 21 (11)#5 VERT EA FACE IN PIER,(22)TOTAL EQUALLY SPACED WALL HORIZONTAL REINFORCING ADJACENT TO OPENINGS AND EXTEND TO 12'OC ABOVE AND BELOW OPENINGS 22 (12)95 VERT EA FACE IN PIER,(24)TOTAL EQUALLY SPACED Plan Review O #5SLABDOWELS 12 m 23 (13)#5 VERT EA FACE IN PIER,(26)TOTAL EQUALLY SPACED BY SA.FEbuilt AT 24'OC HOOK L- INTO PANEL 24 (14)#5 VERT EA FACE IN PIER,(28)TOTAL EQUALLY SPACED #5 SLAB DOWELS 12 38 25 (15)#5 VERT EA FACE IN PIER,(30)TOTAL EQUALLY SPACED CONSULTANT C O9 AT8"OCHOOK IN INTO PANEL AT PIERS. O (6)#6 VERTAT 7"OC AT CL OF PANEL PER DETAIL 21 S5.1 OR raw 11A #6 AT IT OCVERTICALAND#5 AT 16'OC HORIZONTAL-CENTER VERTICAL REINFORCING O PANEL TO PANEL CONNECTION AT CL OF PANEL PER DETAIL 11 S6.1 EXTEND HORIZONTAL REINFORCING FULL WIDTH OF PANEL. O (5)#6 VERT AT CL OF PANEL,EQUALLY SPACED Q TACOMA•SEATTLE•SPOKANE TRI-CITIES 2 3 4 5 6 �3e3°z422 S253sa383.267zoa7a h!A� 8 24'-118 26-0" 25-T 26-V 25-0" 25'-W 25-0" 24 118 8 12'0" 3'-0 1'-1r 9'-W 3-0" 9 0' 9-0" 3 6' 9-0" 1.0. 3-6' 9 0. 1-0 34. 9,2. 9,-0. g-0. 3,-0.. 9'0' 9,-0. 3,-0. 9,-0" 1 9' 3'-0' 12'-0" T-2' T-V 3.58" CLJNT CL JNT i 99JONAL Submittals/Revisions: PERMIT SDBMf1TAL 04/19/19 --- _- ------- -- -- -- - - - 30 +22-0" 30 14 17 5 14 -..... _... -.-. +. 13 �.. 13 _._.. id - 2 58.1 3\6.1� S6.1 56.1 12 TYP- 58.1 IT-W __. -_ g 3 ttP 6 9 TYP :1 7 _ - +110. rh Toc/,/ \,�� / s Sheet Title: x 9 ` lob _.._ F = 9 -7N _ .. -___. x 4 _. -_.....,__ f u ._._:+- -"_._ , -_• - :. _--._._ e __. .. FFE=0'-0' -- �- _ �1� __` i; _ _ _ 6 _ Date: PANEL ELEVATIONS PA -- -- _-_T --- - --- --- - - -------- - - -- - -- ---- - - TO Design: AMP Drawn: EDD p.._.___ _.-______. _-- g _ ._ p ______-__. q _-.___._. ...________. _._.__._.___.__...__..._ _.____._.-.__..______ ___..___. 2 q 1 7114'THICKPANEL ❑6 71/4"THICKPANEL �7 71/4'THICK PANEL ❑8 7 114'THICK PANEL ❑9 7 1/4'THICK PANEL 10 71/4'THICKPANEL 11 71/4'THICKPANEL 12 7114'THICKPANEL Project No: 2170892.20 8 SEE PANEL 12 SEE PANEL❑6 SEE PANEL�B SEE PANEL fi❑ SEE PANEL❑6 Approved: DLB sl INTERIOR PANEL ELEVATION �n� Building No: a a Sheet No: S5. 1 COPYRIGHT NELSON/CRAFT 2019 A `� •fig B 7O 24 2S-0" 26-0' GENERAL ELEVATION NOTES. GAYTEWAY LLC. 3'$' 34' 18'•2' 1. SEE SHEET S5.1 FOR TILT-UP CL JNT PANEL NOTES. B A 6 7 2. SEE SHEET$5.1 FOR TILT-UP 4'-11 2 PANEL KEYNOTES. 25'-0" t °• 26'-0" 26'-0" NELSON 3'$" 34" 18'-2" 3'$" 8'-0" 5'-0" 8'4' 3'$'CL JNT Nelco Architecture,Inc. 1200 Fifth Avenue Suite 1300 Seattle,WA 98101 208.408.8500 phone __ _____ ____— — ______.__._—_.,._ w .NELSON--.— 30. 90 -1(30) I !f I +22 0' F �_ +22'-0" +22�$. I I � � I IIJJ i +12'-V +IZ-V 2 6 W LU FPE=T-0'I—— �— _ ' LJ h 3._— ._—__.�_ ._ :.._C_ ... ... .... .... _.... ,�. 17 71/4'THICK PANEL 1B 7tic"THICK PANEL 19 71/4"THICK PANEL L 13 7114"THICK PANEL 14 7114'THICK PANEL 15 7lie THICK PANEL 18 7114'THICK PANEL SEE PANEL SEE PANEL I] SEE PANEL❑3 Q V m O SEE PANEL f SEE PANEL�3 SEE PANEL❑1 N INTERIOR PANEL ELEVATION 1 INTERIOR PANEL ELEVATION 2 1/8"=11_0.1 1/8"=1,-011 Plan Review C D E F By SA��built zs-a' 2s-6" z6-0^ z5'43^ z6'-0" 14'-0�• e' 1a'-n�' 1a'-a�• e" CONSULTANT 3'•8" 34' 18'-2" 3'-8" 3'4' 18'-2" i CL JNT - 20 _.....,`1 21 22 29 24 25 CL JNT ..........L... . - 3 m F±1 7 28 TACOMA SEATTLE•SPOKANE•TRI-CITES 2215 NoM 30Ih Street,Sub 300 Tacoma,WA 98403 253.3B32422 TEL 253.383.2572 FU —hil.mm was ®71/4"THICK PANEL ��—�, SEE PANEL 3 3'-' S'-0" 3'•6' T-W 8'-0" 2'-1 ~,Ey FOR REINFORCING an8gxfOAJd .. - --_ ________________ ___ _______ ____________________________________ I _____ --- 30 SSJONAL Submittals/Revisions: 3 s.1 PERMIT SUBMITTAL 04/19/19 2 2 2 _ S8.1 21 2 2 2 2 30 S81 81 6 81OC OC —..— — — i.—. fFE-0'4N � 8" 7 I, _ — 711,VTHICKPANEL 21 7IAV THICK PANEL 22 71/4"THICKPANEL �7114'THICK PANEL ❑24 71/4"THICKPANEL 25 71/4"THICK PANEL ❑� 7Ile THICK PANEL ❑28 7114'THICK PANEL Sheet Title: SEE PANEL❑3 SEE PANEL 1� SEE PANEL�3 SEE PANEL�3 SEE PANEL 1❑ SEE PANEL❑3 SEE PANEL 28 PANEL ELEVATIONS Date: 04/19/19 INTERIOR PANEL ELEVATION Design: AMP Drawn: EDD E Project No: 2170892.20 Approved: DLB Building No: F Sheet No: .2 8 COPYRIGHT (NELSON/CRAFT 2019 7 6 5 4 3 15'-0' 15'0' GENERAL ELEVATION NOTES: (,/��/'�'C1 A//t�/ /'� 3'-0' 8'-0' 3'-0" 1. SEE SHEET S5.1 FOR TILT-UP GA 1 I LYYA I LLC. PANEL NOTES, Te 12'-E' 3'-e" 57 37 2. SEE SHEET S5.1 FOR TILT-UP PANEL KEYNOTES. CUNT � 34C `�,. 1 � 378 !r CL JNT Y 37C I NELSON 29 CLJNr rvn 30B 30C CLJNT NelcD ArcKitedure,Inc. �f �ANDF3oc] 1200 Fifth Avenue T71 7114"THICKPANEL . 4'-11' . 411" Suite 1300 T-0" 13'-8' 4 18'-2" 3'-4° 3'•8° 34B AND d 12'-0' 5'3" 5'•3' 12'-0' d 37B AND 37C 3'-e' 3'A° 18'-2' Seattle,WA 98101 SEE PANEL 28'-11" FOR REINFORCING 20'-7q" 25,-0• 14'-1 4" 7114'THICK PANEL 21'-0q" 21'-41d' 7114'THICKPANEL 14'-10q° 25'-0" 206.408.8500 phone SEE PANEL SEE PANEL❑3 FOR REINFORCING FOR REINFORCING www.NELSONww.00m J I I ! 30 30 ,,: 30 � 2 � j in �I f ! I I S6.1 3 '. +- - 18 18 4 2 2 u ..-.. MW TTP "1-_ -' 56.1 56.1 i --_._ S8.1 W Z Q 30 30 30 3 30 : - __-.-_- 58.1 I 30 30 30 30 2 1zw" TYP e1 ---- 3LU set e _ ss, set Il I s, 1 Z 6 9 - r 7 _ e 2 y j I I ' V9 �m 6 N-w mfi j I ! ! ! r)7C. 87Q J z ! ___- ___ _ __. .__._....� ___.-_-_ ___ -._ _._..-._.__ ,.._..�,_.- ___._.�. _....__ -___._.____. ._.. _��. __�.- -s _.—__ _.. ----- - - --- - - - - — — ----- - -- — N 7114"THICKPANEL 30 7114'THICK PANEL 31 7114'THICK PANEL 32 71/4'THICK PANEL �7114'7HICK PANEL 11/4'THICK PANEL 95 71/4'THICK PANEL 38 71/4°THICK PANEL 37 7114'THICK PANEL 11/4'THICK PANEL 7114'THICK PANEL SEE PANEL�3 SEE PANEL 1� SEE PANEL❑3 SEE PANEL 37 SEE PANEL❑35 SEE PANEL❑3 SEE PANEL i❑ INTERIOR PANEL ELEVATION Plan Review By SAFEbuilt 2 1 CONSULTANT s �V 3-6" 111-9* 01000 18,.9• +1� 30 TACOMA-SEATTLE•SPOKANE-TRI-CITIES 253.38324222Dth 2 3..383.2572�Twvx.NbILm-e03 CLJNf H 41B 41C 4'CLJNf 42t8`-114" .-- - CL JNT CL JNT O e'� •Igo�' m '41B AND 41C 1 s = T-7q 12'-9'. T-0" ,. RAJ,, 20'-74" 71/4"THICK PANEL 2T-414 SSIONAL SEE PANEL FOR REINFORCING Su bmitta Is/Revisions: 5 PERMIT SUBMITTAL 04/19/19 -- .._--- --- - - 8- - ----- -- 5 -- - ------ 8 -(30 i -30 30_ 30 - 30 58.1 5 - 58.1 OPP ! 58.1 58.1 30 56.1 60 . 4 4 71I4"THICK PANEL 57 7114'THICK PANEL 4 ! 56.1 SEE PANEL Se.1 .Q 4 2 Sheet Title: 30 30 PANEL ELEVATIONS s �s y ss., / \ss.1 x SJ x Dater 04/19/19 1 / I FFE=O'-0". - .---------------- ----- .-.___ l Design: AMP FFE __-------- -------_ =O'-0". --- -_ _.. __-.--. -------- ------ - ------- ---- Drawn: EDD Project No: 2170892.20 8 40 7114'THICK PANEL 41 7114'THICK PANEL 42 7114'THICK PANEL F34]7 114'THICK PANEL F66 7114'THICK PANEL 37 7114°THICK PANEL - SEE PANEL[3 SEE PANEL 30 SEEPANEL 29 Approved: DLB Building No: INTERIOR PANEL ELEVATION �� INTERIOR PANEL ELEVATION 3 Sheet No: S5.3 COPYRIGHT NELSON/CRAFT 2019 GENERAL ELEVATION NOTES: F O p C 1 SEE SHEET 85.1 FOR TILT-UP GAYTEWAY LLC. g" 14'4 8 14'-11g B" 14'-08' 25'-0" 25'-0" PANEL NOTES. 25-0" 25'-0 -0• 2. SEE SHEET S5.1 FOR TILT-UP PANEL KEYNOTES. CL JNT 18 3,$. ,3,,8. 18'-2. [34" 3,-8. - - CIE JNr cL Jer Nelm Ard itedure,Inc. 45 r 9 1200 Fifth Avenue F451 71/4^THICK PANEL Suite 1300 SEE PANEL Seattle,WA 98101 FOR REINFORCING 206.408.8500 phone 8,-0' 3'-8' 3'46.. 8,-0. 3 . w NELSONV .com _ --- --._. . r i.._�---»_�_ .--- - -- _ . ---_-_— - ._. _ - -— ---- 1 i i if S6.1 56.1 _ 2 �= 2 ____ t i { W 30 - 30 I o i! II I I Z I O II —1 (O Z - --- -- - -- -— ---- ---- ----- --- --- - - - _ e_-_- Q u7 71/4"THICK PANEL ❑44 7114'THICK PANEL ❑71WTHICKPANEL 47 T1/4'THICK PANEL �71/4'THICK PANEL 49 7114°THICK PANEL - �7114'THICK PANEL 51 71/4 THICK PANEL. C SEEPANEL 28 SEEPANEL 28 SEE PANEL�3 SEE PANEL .SEE PANEL❑3 SEE PANEL SEE PANEL 1❑ SEE PANEL 3 N INTERIOR PANEL ELEVATION Plan Review By SAFBbuilt B A 25.0 25-0 2448 a CONSULTANT f; . F,_2] T1' P1 --_-� TACOMA•SEATTLE-SPOKANE TRI-CITIES . 2215 North 30Ih So.%8.1b.300 T--,WA98403 253.383.2422 TEL 25443.381 ii-ahbl.aom WEB `4a g�rnrA1� a -- - �— n — ---- Submittals/Revisions: 30 II .zz'-0 PERMIT SUBMITTAL 04/19/19 T - I I i 56.1 i Fi FFE=B'-D' --._._.�— _ — -- ---------- — Sheet Title: PANEL ELEVATIONS 71/4"THICK PANEL P-1 7114'THICK PANEL F54]71/4•THICK PANEL Date: 04/19/19 SEE PANEL❑3 SEE PANEL 1❑ SEE PANEL❑3 Design: AMP INTERIOR PANEL ELEVATION Drawn: EDD € Project No: 217089220 1/8"=1'_01. Approved: DLB Building No: E Sheet No: S5.4 COPYRIGHT NELSON/CRAFT 2019 NOTE: NOTE: NOTE: I I IT SHALL BE ACCEPTABLE TO CANT SEE PANEL ELEVATIONS FOR i. SEE PANEL ELEVATIONS FOR NUMBER AND GAYTEWAY LLC" PANEL TIES TO ADJUST VERT BAR NUMBER AND SPACING OF PANEL SPACING OF PANEL TO PANEL CONNECTIONS LOCATION TO PANEL CONNECTIONS 2. ONCE PANEL TO PANEL CONNECTIONS ARE WELDED TILT BRACES ADJACENT TO L2x2x318x0'-6" INTERSECTING PANEL CORNERS MAY BE EXTERIOR VERT REINF EACH WI k5 ASTM A706 REMOVED FACE FACE PER PANEL x4'E' ELEVATION PL 318x6x 0'-6' 8.. 1 ire"CLR 1112"CLEAR TYP WIp5ASTM TIES PER PANEL 3l4"CLR TO TYP VERT REINF 6° 114 5 4' A706 x 4'fi° NELSON ELEVATION TOVERTS TIES AT AT CL AT PANELS AT INSIDE 7INSIDE FACE W/O OPENINGS L2z2x 1/4x0'-5' q5 NBCO Architecture,Inc. FACE 8S° 1112" e 'L � CLR_______ EMBED LPER EO a 12 r---- EA SIDE OF JNT • _ _—� • a8 _ 1200 Fifth Avenue • • • • EO -_——_-• Q12 _._--U FOACEIDE SSuite eattle, _ __________ _ __ ___ ___________ REVEAL _____________________ _ ______ _ ___________ +.*! I 98101 'i 117L" e.W C CLR 1 112' 314'CHAMFER�11/2"CLR TO 1112'MIN -� CUR w 206.408.8500 phone AT EXTERIOR VERTS ATAT CLR TO HOOK HORIZ REINF REVEAL PERARCH INTERIOR FACE z AND OPENINGS REVEAL TIES "TYP-314'MAX DEPTH �1* WHERE (1)I6x4'-0'CENTERED - -------- ------ ---- c WHERE SHOWN ON 314'JOINT PANEL ELEVATIONS LEVON FA EMBED UNLESS PL 318z212x0'4i' •- ------c www.NELSONww.comOFFSETTIE 314"CHAMFER ENCLOSED BY TIES AT EINF REVERENT OUTSIDE FACE TYP 314"JOINT WALL PIER 2#5 AT PANEL BACKER ROD TYP L4'� () PL 318 x 4 z 0'4" INTERIOR REVEAL ER ARCH EDGE WHERE AND CAULKING 114 6 FACE 314'MAX DEPTH SHWVN ON ELEV TYP Co WHS ATT 4'GAx 5' BACKER ROD INTERIOR FACE NNIL AND WELD AND CAULKING PERe TYP W TYPICAL PANEL JOINT AND m REINFORCEMENT CLEARANCES TYPICAL PANEL TO PANEL CONNECTION TYPICAL INSIDE CORNER CONNECTION TYPICAL OUTSIDE CORNER CONNECTION W Q z PLAN PLAN PLAN PLAN W z = O ' 2 ; 4 a Z PL 112x 12x S-0'ALIGN BOT AT ELEV LO J 23'-0"WI(2)ROWS OF V7 CIA 5 WHS T AT 14'DC(10)TOTAL M O 1• v w GALVLBz8x12x8'-0'ALIGN BOT AT ELEV 23'-0'WI(5)x 2'-8°A706 AT 14"OC AND(5)314'OIA GALV THRD N ROD AND NUTS AT 1V OC STAGGER 41.. 2'FROM REBAR 4 PANELOOR 57 PANEL 58 WINGWALL-REINFWI#5 PANELOOR 37 BOTOFPANELELEV • VERTAT I2.00AND pS -. 22'-0" w HORIZ AT 18'OCWITH Plan Review STANDARD HOOK INTO MAIN PANEL-AT CONTRACTOR li ii By SAFEbuilt OPTION RETURN PANEL MAY b BE CAST SEPARATELY FROM MAIN WALL PANEL - CL4"LEG OF PANEL JOINT AT PANEL-PANEL a Q ' • #6 VERT AT 12-OC CONSULTANT CONTRACTOR OPTION- CORN BELOW GALV L B x 4 x 1l2 z TAL ATTACH TOMAIN PANEL _$, PER 4 4• Typ PROVIDE HORIZONTAL n 9L.F a 114 3 SLOTTED HOLES AND WITH(2)PANEL CLIPS PER AT 3'-0'AFF AND S-0'AFF HEAVY CUT WASHERS #5 HORIZAT I6'OC k3 TIESATI2°OCMIN MAIN WALL PANEL PILASTER a - Lfi XBX1l2 XB'-0"ALIGN BOT AT 05 CORNER BARS AT IN LIEU OF TYP PIER PER PLAN AND WALL 1' " ELEV ZT-O"WI(5)N5 x 2'-6'A706 AT 114 2-8 TYP 16"OC HORIZ REINF mdab ELEVATIONS -04'OCAND(5)1/2"DIA x SWHS AT 14'OC STAGGER Z'FROM REBAR TACOMA•SEATTLE�SPOKANE TRI-CITIES BRICK VENEER 2215NoM30U Sb tS.ite300 T.coma,WA98403 f�__ • PRICKVE 7q" 253.383.2422 to 253.383.2572 Tex uwa,Nbl.cam m w • - • • PANEL 378 (2)MS VERT AT END OF WALL o -------- -------- -------- -------- - ------------------- oe•xeg� OT GALV BENT 12 GA Pi.x 4q LONG WITH(3)1YC OIAx5' PANEL-PANEL .. WHSATI8"OC CONNPERe �?• iva m PANELOOR ifi CONNPER PANEL-PANEL Submittals $ZONAL Submittals/Revisions: TYPICAL WING WALL 4 TYPICAL PANEL EDGE AT TRUCK DOOR / PLAN 5 PLAN SECTION PLAN PERMIT SUBMITTAL 04/19/19 6 � o Sheet Title: TILT-UP PANEL DETAILS Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 Approved: DLB Building No: - � Sheet No: S6. 11 s COPYRIGHT NELSON/CRAFT 2019 PROJECT MEMO 0800 TO: Matt Frause DATE: December 4, 2019 Project Manager Sierra Construction Company, Inc FROM: Andy Pflueger PROJECT NO.: 2170821.20 2170892.20 Tacoma-(253)383-2422 PROJECT NAME: Gayteway Building C& B SUBJECT: Rebar Placement in Slab Permit#: BLDG2426, BLDG2850 Address: 19927 67th Ave NE Matt, It is our understanding that it was observed by the Building Inspector(Christina Humphrey with SAFEbuilt)that some of the slab reinforcing at Building C was not placed within the depth of the slab on grade as specified on the structural drawings. Rather, the rebar in the area observed was in direct contact with the capillary break material at the bottom of the slab. The location observed is approximately 4-ft east of grid D, and 28'-6" south of grid 8, in Building C. In general the slab on grade is a non-structural element that may be completely unreinforced (like it is specified in the center bays of the building). The reinforcing specified around the perimeter of the building is provided for additional crack control during the heavy loading conditions of the panel lifting crane around the perimeter of the building. Reinforcing also ties the concrete tilt-up panels into the building foundation system around the perimeter of the building. We estimate that the reinforcing steel is stressed around 20% of capacity and would require significant corrosion and section loss before it indicated a significant structural deficiency. Further, the capillary break material and overexcavation of the site separates the slab from moisture and native soils that would contribute to any corrosion of exposed steel reinforcing. Our understanding is that the contractor uses crew members to lift the rebar into the specified location as they go, to ensure proper placement of the reinforcing steel. This condition may be an isolated area. The contractor has made several cores through the slab in the southwest corner of the building that are able to locate the reinforcing depth within the slab, including the one location identified by the Building Inspector. Our understanding is that the contractor has eight cores that show concrete cover of 2" or more. Some of the cores drilled did not cut through reinforcing. Please see the attached core location plan provided by the contractor. This confirms that the condition reported by the Building Inspector is likely an isolated condition. Our recommendations are as follows: • We do not recommend any remediation of the slab reinforcing with inadequate cover because it appears to be an isolated area and the structural demand on the reinforcing is very low. • We do not believe that the contractor should stop work on further construction of the building, constructing and erecting of panels, etc. Any remediation to the slab, if required, could be executed after the panels are constructed and erected Page 1 of 2 If you have any questions, please call me at (253) 383-2422. Sincerely,ql?k� Andy Pflueger, PE, SE Senior Project Manager AMP/ c: Dan Booth -AHBL Mark Evans - NELSON Q:\2017\2170821\20_STR\NON_CAD\OUTgoing\20191203 Memo(Slab Reinforcement Placement)2170821.20 2170892.20.docx Project Memo Page 2 of 2 Q©OO Gayteway Building C&B 2170821.20 2170892.20 December 4,2019 A9V TLILINE MATCtLINI ------- FOUNDATION NOTES: --------------- 1. SEE SHEET$0.1 FOR GENERAL NOTES.SEE SHEET 80.3 FOR TYPICAL DETAILS.SEE I SHEET SOA FOR TESTING AND INSPECTION NOTES. GAYTEWAY LLC. > --------- ------ Z SEE SOILS REPORT FOR ALL FOUNDATION AND SLAB SUPPORT REQUIREMENTS,THIS INCLUDES ALL EXCAVATION,FILL AND FILL PLACEMENT REQUIREMENTS. 53 TF6.0 3. SEE ARCHITECTURAUMECHANICAL DRAWINGS FOR DRAINS,SLOPES,AND OTHER FLOOR DEPRESSIONS NOT SHOWN. 4. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS,ELEVATIONS,AND WALLS NOT 51 II SHOWN. M. ENELSON ABV 5. VERIFY ALL WINDOW AND DOOR WIDTH AND HEIGHTS WITH ARCHITECTURAL DRAWINGS. I _ 1 �' EQ TYP ED TYP 6. LOCATIONS OF COLUMNS LOCATED IN WALLS ARE SHOWN SCHEMATICALLY ON TYP TYP STRUCTURAL DRAWINGS.THE CONTRACTOR IS TO COORDINATE LOCATION OF COLUMNS a r c h'i t e c t WITH ARCHITECTURAL DRAWINGS. 7. COLUMNS NOT SPECIFICALLY LOCATED BY DIMENSIONS SHALL BE LOCATED ADJACENT 1200 F t -n.. ,7 TO OPENINGS AS DIMENSIONED BY THE ARCHITECT,SEE ARCHITECTURAL DRAWINGS FOR Suite 1300 :8'-0'POUR DETAILS ATALL WINDOW AND DOOR JAMBS. Seattle,WA 98101 STRIP 8. SEE ARCHITECTURAL DRAWINGS FOR STUD SIZE,SPACING,AND rALLOUTS AT 206.408.8500 phone CL L IS 3 COL GRID F NON-STRUCTURAL WALLS. F4 5 9. FOR TYPICAL CONNECTION OF NON-LOAD BEARING WALLS TO SLAB,USE POWER ACTUATED FASTENERS AT 16"O.C. "I------ 3 TYP AT 10. PANEL DIMENSIONS SHOWN ARE TO CENTERLINE OF PANEL JOINT.SEE DOCK ARCHITECTURAL DRAWINGS FOR ADDITIONAL PANEL DIMENSIONS, DOOR R8.0 F75 j- 11. ELEVATIONS OF PANELS ARE SHOWN ON SHEET S5.1 THRU BSA. 3'-V POUR . STRIP • 12. UNLES NOTED OTHERWISE,TILTJJP PANEL ELEVATIONS SHOW PANELS VIEWED FROM TO FTG ELEV INSIDE OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR. IN LEGEND: STEP FOOTING LOCATION-SEE DETAIL WS0.3. A I ---- z 5 1 1 CAST IN PLACE CONCRETE WALL.SEE PLAN AND DETAILS FOR > REINFORCING REQUIREMENTS. CONSTRUCTION OR 0 < M CONTROL JOINT PER 3z T.0 ELEV.FTG TILT-UP CONCRETE WALL.FOR REINFORCING REQUIREMENTS w AND JOINT LOCATIONS,SEE TILT-UP CONCRETE PANEL ELEVATIONS ON SHEETS S5.1 THRU 55.4. P (.0 z PANEL JOINT BETWEEN TILTIJP CONCRETE WALL PANELS. < 0 m 0 TYP AT c\j DOOR TYP T.O.FIG LEV FOOTING SCHEDULE P A Q 14 -41-T T;Y--(-.N 111 .P G MARK SIZE REINFORCING REMARKS --- - ------- F4,0 4!-Wx4exI'-T (4)#5 EACH WAY AT BOTTOM OF FOOTING r8.0 T- L I FTS -------------- F4.5 4!-6"xf-S'x V-0" (4)#5 EACH WAY AT BOTTOM OF FOOTING F5.0 5'-0'x 5'-V x V-v (5)#5 EACH WAY AT BOTTOM OF FOOTING F1,1,1 'P I TO.FTG ELEV F6.0 6-V x 6"0"x I'-v (6)#5 EACH WAY AT BOTTOM OF FOOTING A -C.Ir F6.5 6-6'x S-F x 1'-0' (7)#5 EACH WAY AT BOTTOM OF FOOTING F7.0 7'-0*xr-W x 1-V (7)#5 EACH WAY AT BOTTOM OF FOOTING CONSULTANT FTS 7'-8'x-r-vx1'-2' (8)#5 EACH WAY AT BOTTOM OF FOOTING PV F8.0 8'.Cmx8'-Vx 1'-T (8)95 EACH WAY AT BOTTOM OF FOOTING e STRIP POUR G'UNREINI GRADE- SEE G CHNICAL ENGINEERING REPORT E? FOOTINGS SCHEDULE NOTES: TYP FOR SLOBGTRADE PREPARATION CAPILLARY BREAK,AND VAPOR BARRIER 1. TOP OF FOOTING ELEVATION -9-T UNLESS NOTED OTHERWISE ON PLAN. TALOW-SEATTLE-SPOKANE-TRWTIES 2215 Norlh 30th &ft300 T.-AWAgM f2 2. FOOTING DESIGN BASED ON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE. S%M25n -.W.. T.O.FTG ELEV 2M.M&2422 -7-V 3. EQUALLY SPACE REINFORCING IN EACH DIRECTION. 4. PROVIDE 3"CLEAR TO REINFORCING AT BOTTOM OF FOOTING. :6'-V POUR STRIP AT COL 7.6 F8.0 F8.( �4 ONAL L----- ABV S,2' TYP AT OPNG Submittals/Revisions: r A. 31 PERMIT SUBMITTAL I ZI8/19 REINF SLAB IN HATCHED- T-0"POUR I STRIP AREA FOR CRANE PATH W/ TYP #4 AT 16'OC EA WAY AT CL OF SLAB 6 ABV T.O.FTG ELEV. r 4 -------ABV A. - ----------- - -- - - -- - ------ - -- - Sheet Title: ---------- ---------------- -------------- ---- ------------- TO.FTG ELEV 33 FOUNDATION PLAN CL COLS Date: 01/11/19 TYP AT 40'e 501-T oPNc40'-U' 40'-T Design: AMP 210'-0* Drawn: SSO Project No: 2170821.20 Approved: )LB FOUNDATION PLAN �� D 3/32"=11-01, Building No: Sheet No: S1.2 COPYRIGHT CRAFT ARCHITECTS 2016 Permit Information Date 5/30/2019 Permit Number 2580 Project Name Gayteway Business Park-Building B Applicant Name Errol Ramirez Applicant Address 1200 5th Avenue,Suite 1300 City,State,Zip Seattle,WA 98101 Contact Errol Ramirez Phone 206-408-8633 Email errol@craftarchitects.com Permit Type Commercial New Site Address 20015 67th Avenue NE Valuation 2866050.00 Status Applied Permit Issued Permit Expires Square Feet 66625 Type of Construction/Occupancy Load IIIB Number of Stories 1 Proposed Use New factory/industrial building MIC/Opportunity Zone Assigned To Raelynn Jones Property Parcel Address Legal Owner Owner Phone Zoning 31051400200700 120015 67TH AVE NE Gayteway Business Park,LLC 1399 Other Miscellaneous Manufacturing NEC Uploaded Files I Upload File Date File Uploaded B 5/30/2019 3:39:07 PM 2580 Structural Calcuiations.pdf Jones,Raelynn }< 5/30/2019 3:39:07 PM 2580 Commercial Application Packet.pdf Jones,Raelynn { 5/30/2019 3:39:07 PM 2580 Bldg B Special Inspection and Testing Agreement.pdf Jones,Raelynn } 5/30/2019 3:39:07 PM 2580 Bldg B Deferred Submital Agreement.pdf Jones,Raelynn 5/30/2019 3:39:07 PM 12580 19-0501 env15-v4.pdf I Jones,Raelynn x COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington - 18204 59th Ave NE - Arlington,WA 98223 - Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Gayteway Business Park-Building S Valuation: $21866,050.00($45'1 SF) Project Address: 20015 67th Ave NE,Arlington,WA Parcel ID#: 31051400200700 Legal Description Section 14 Township 31 Range 05 Quarter NW-See civil for full descriptior Owner: Daniel B.Taylor(Owner Regresentalive) Phone Number: 12061465-92491 Address: 1639 Harbor Ave SW City: Seattle State: WA Zip Code: 9812B Engineer: Andy Pflueger Phone Number: (253)383-2422 Cell Phone: (253)383-2422 E-mail: apfluegeroahbl.com Address: 2215 North 30th Street,Suite 300 City: Tacoma State: WA Zip Code: 98403 General Contractor: TBD Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: Contractor's License Number: Expiration: Contact Person: Errol Ramirez Phone Number: (206)408-8633 Cell Phone: (2O61408-8633 E-mail: errolderaftarchilects.com Address: 1200 5th Ave,Suite 1300 City: Seattle_ State: WA Zip Code: 98101 Proposed Scope of Work: Construction of a new tilt-up concrete 24'clear,semi.conditioned shell building. REV 2015 Page 6 of 9 4,711*k1t COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington • 18204 59th Ave NE -Arlington,WA 98223 • Phone (360)403-3551 Project Name/Tenant Gayteway Business Park-Building C I Tenant TBD Site Address 20015 67th Ave NE,Arlington,WA Bldg/Unit/Suite IBC Construction Type 11113.fully sprinklered IBC Occupancy Type F-1 Description of Use For iactorvlindustrial use,tenant TBD. Building Square Footage 66,625 SF Number of Stories 1 Square Footage Per Floor 66.625 SF Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc ❑ Hazardous materials ❑ High piled/rack storage Industrial ovens/furnace ❑ Private fire hydrants Sprayinq or dipping operations ❑ Standpipe systems ❑ Tamporary membrane structure, tents (>200sq ft)or canopics(>400 sq ft) Provide details on any of the above rhecked(toms Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION y�tt �,io PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 Name of Project: Gayteway Business Park-Buildin�C Project Address: 20015 67th Ave NE,Arlin tcon,WA Special Inspection Firm: TBD Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform.If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing(tie inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City:detailing the inspections and testing performed,listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector_ The contractor shall maintain all daily inspections reports on site, for review. REV 2015 Page 8 of 9 t . COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE -Arlington,WA 98223 •Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division. The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall Include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval,A failure of the design and/or construction parties to Perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: zr';( ��c�� !�. /fir'l.�,L('ti, Ownership Representative Date:05/31/19 I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington, Applicants Signature Elf�-o ti_ RVOI- i pycow Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt 4 Date Received REV 2015 Page 9 of 9 Permit#: 396 Permit Date: 06/06/13 Expiration Date: 06/30/2019 Business Name: CVH Wound Center Business Address: 875 Wesley Street, #210 Business Phone: 360-618-8080 Permit Status: Payment Due Business Status: Renewal Business Owner Name: CVH Business Owner Phone: 360-435-2133 Emergency Phone: 425-232-9142/360-435-2133 Email Address: 'ol lab(a cascadevalley.org UBI Number: 311001925 Specialty License: Exempt 501(c)3: Brief Business Description: Number of Employees: 16 Number of Parking Spaces: 0 Square foot: 0 Zone: MS Specialty Info/Zone: Business License Type of Business: Business Nature of Business: Medical Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SNO CO PUBLIC 00812700000200 875 WESLEY STREET HOSP DIST/ 506 Coml Condo- CASCADE Services VALLEY HOSP Contractors Contractor Primary Contact Phone Address Contractor Type License Lice CVH Wound Care 360-618-8080 875 Wesley Street, Mailing Address #210 2 Kristin Foster From: Barnett,Jola <JBarnett@skagitregionalhealth.org> Sent: Tuesday,June 25, 2019 7:40 AM To: Kristin Foster Subject: FW:Arlington Permit#396 [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Kristen,can you forward me all the Arlington Permit renewals that need to be paid by Gascade_VaHey_Hospital (Skagit Regional Health)? I received this one for one of our locations, but we also have the,he ,the surgery center, the pedia"tricctWic the,wome".clinic, Cascade Surgeons office, the-Or-thopedic--clinic; Arlington family medicine and gi+te pos�gimyth"linic.nut-at-Srnokey Point on31729 . If they could all have my name on them as a contact, I can ensure they get paid timely. Whatever is still outstanding, I can assist with. Thanks, Iola Barnett, MBA Regional VP of Operations Skagit Regional Health Office: 360-618-7812 Cell: 425-210-4831 From: Barnett,Jola Sent:Tuesday,June 04,2019 6:45 PM To: Fitzgerald,John<JFitzgerald@skagitregionalhealth.org> John? Sent from my iPhone Begin forwarded message: From: Arlington<wo@iwoEg.net> Date: June 4, 2019 at 11:31:32 AM PDT To:jolab(@cascadevalle .ororg Subject: Arlington Permit#396 Reply-To: kfoster(a�arlingtonwa.gLo_v EXTERNAL EMAIL - Please be careful with links and attachments. If you would like to pay unpaid fees online please click Here i Outstanding Balance $60 Notes Date Note Created By: 05/16/2016 Mailed license 5/16/16.KF Kristin Foster Uploaded Files Date File Name 08/14/2018 3817509-396 2018 Renewal. 05/24/2017 2312492-396 2017 Renewal. 05/16/2016 1625242-396 2016 Renewal. 05/27/2015 1111365-396-2015 renewal. This email has been scanned by the Symantec Email Security.cloud service. For more information please visit http://www.symanteccloud.com 4 Emergency Phone: 425-232-9142 /360-435-2133 Email Address: 'olab()cascadcvalley.or UBI Number: 311001925 Specialty License: Exempt 501(c)3: Brief Business Description: Number of Employees: 16 Number of Parking Spaces: 0 Square foot: 0 Zone: MS Specialty Info/Zone: Business License Type of Business: Business Nature of Business: Medical Property Parcel# Address Legal Description Owner Name Owner Phone 'Zoning SNO CO PUBLIC 00812700000200 875 WESLEY STREET HOSP DIST/ 506 Coml Condo CASCADE Services VALLEY HOSP Contractors Contractor Primary Contact Phone Address Contractor Type License Lice CVH Wound Care 360-618-8080 875 Wesley Street, Mailing Address #210 Fees Fee Description Notes Amount Business License Fee 321.99.00.00 $6C Business License Fee 321.99.00.00 $6C Rosiness License Fee 321.92Q0.(10 Rcnewa1_201.5 $6C Business License Fee 321.99.00.00 Renewal 2016 $60 Business License Fee 321.99.00.00 Renewa12017 $6C Business License Fee 321.99.00.00 Renewa12018 $6C Business License Fee 321.99.00.00 Renewal 2019 $6C Total $420 Payments Date Paid By Description Payment Type Accepted By Amount 06/06/2013 CVH check#187152 Launa Peterson $6C 08/07/2014 Cascade Valley check#196412 Launa Peterson $6C 05/27/2015 Cascade Valley Hospital check#0202453 Launa Peterson $6C 05/16/2016 OLGA KELLN 59644154 cc $6C 05/24/2017 Skagit Valley Hospital Check#218545 Kristin Foster $6C 08/14/2018 Skagit Valley Hospital Check#247345 Kristin Foster $6C 3 SAFEbuilt, PLAN REVIEW APPROVAL LETTER �` . I O'E czp—y DATE: 6/24/2019 TO: ROYAL STORAGE FROM: Lou Whitford PHONE: 425-760-8689 PHONE: 206-503-5948 EMAIL: troy@sharpdesignbuild.com EMAIL: Iwhitford@safebuilt.com PERMITS#: BLDG-2596/ BUILDING A BLDG-2608/ BUILDING B BLDG-2609/ BUILDING C BLDG-2610/ BUILDING D OCCUPANCY GROUP: B &S-2 PROJECT: ROYAL STORAGE TYPE OF CONSTRUCTION: II-B ADDRESS: 17011 59TH AVE NE NUMBER OF STORIES: 1 & 2 SAFEbuilt Inc. has reviewed the projects below documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permits referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w Wkiffor& Senior Plans Examiner 1621 1141"Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com Gay .0 � �� '�f�` 'J Thanks, Jola Barnett, MBA Regional VP of Operations Skagit Regional Health Office: 360-618-7812 Cell: 425-210-4831 From: Barnett,Jola Sent:Tuesday,June 04, 2019 6:45 PM To: Fitzgerald,John<1Fitzgerald@skagitregionalhealth.org> Subject: Fwd:Arlington Permit#396 John? Sent from my iPhone Begin forwarded message: From: Arlington<wo@a iworq.net> Date: June 4, 2019 at 11:31:32 AM PDT To: iolab@cascadevalley.org Subject: Arlington Permit#396 Reply-To: kfoster,@arlin tog nwa.gov EXTERNAL EMAIL - Please be careful with links and attachments. If you would like to pay unpaid fees online please click Here Permit#: 396 Permit Date: 06/06/13 Expiration Date: 06/30/2019 Business Name: CVH Wound Center Business Address: 875 Wesley Street, #210 Business Phone: 360-618-8080 Permit Status: Payment Due Business Status: Renewal Business Owner Name: CVH Business Owner Phone: 360-435-2133 2 Kristin Foster From: Kristin Foster Sent: Tuesday,June 25, 2019 9:03 AM To: Barnett,Jola Subject: RE:Arlington Permit#396 Jola, Here's what I was able to locate. I added you as a contact to each and sent an email with a link to make the payment online. I show on most that they are past due from 2018. Would you like to provide current mailing address information so I can be sure we have the correct information in our system?We sent out postcard renewal notices earlier this month. License #397—Skagit Regional Clinic-Arlington Pediatrics located at 875 Wesley Street, #130 <<?' License#393 —Skagit Regional Clinic -Arlington Orthopedics and Sports Medicine located at 328 S. Stiilaguamish Avenue i License 4533—Cascade Skagit Health Alliance Clinic at 3823 172"`'Street NE - z� License#395—Cascade Valley Hospital located at 330 S Stillaguamish Avenue License#394—Cascade Valley Arlington Women's Clinic located at 903 Medical Center Drive (l ;Q License 4543—Cascade Valley Arlington Surgery Center located at 875 Wesley Street,#160 i te)o Our system indicates that license#380 for Cascade Surgeons located at 875 Wesley Street, #230 is closed. Is this correct? ii Let me know if I missed any. Thank you, 1, Kristin Foster Permit Tarhnirian City of Arlington 18204 59th Ave NE 360-403-3549 kfoster@arlingtonwa.gov From: Barnett,Jola<JBarnett@skagitregionalhealth.org> Sent:Tuesday,June 25, 2019 7:40 AM To: Kristin Foster<kfoster@arlingtonwa.gov> Subject: FW:Arlington Permit#396 [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Kristen, can you forward me all the Arlington Permit renewals that need to be paid by Cascade Valley Hospital (Skagit Regional Health)? I received this one for one of our locations, but we also have the hospital,the surgery center, the pediatric clinic,the women's clinic, Cascade Surgeons office,the Orthopedic clinic, Arlington family medicine and quite possibly the clinic out at Smokey Point on 172na If they could all have my name on them as a contact, I can ensure they get paid timely. Whatever is still outstanding, I can assist with. 1 t=7 H a \ z r LA a z Z y o a � � C o f�D 'p N CA O 1� 00 V ►d 01 Z O a O V a tz tv n n r� Z ryr C7 [ 7d a vs 7o rr- �' hn C-13 z om M C cn n M O :Al - 0 n zr)r" z n x a x 0 C n N r o c z tz d � � 2 c� CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 ,/ PHONE; (360) 403-3551 BUILDING PERMIT Address:20100 67th Avenue NE Permit#:2580 Parcel#:31051400200700 Valuation:2866050.00 OWNER APPLICANT CONTRACTOR Name:Gayteway Business Park,LLC Name:Errol Ramirez Name:SIERRA CONSTRUCTION CO Address:P.O.Box 1727 Address:1200 5th Avenue,Suite 1300 Address: 14800 NE North Woodinville Way City,State Zip:Bellevue,WA 98009 City,State Zip:Seattle,WA 98101 City,State Zip:Woodinville,WA 98072 Phone: Phone:206-408-8633 Phone:425-847-5200 LIC:SIERRCC145N8 EXP:3/31/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JQB DE'S RW-TION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: IIIB DWELLING UNITS: OCC GROUP: F-113 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI10/IRC110. ALES TAX NOTICA Sales to el ling to yins��trj�is d cot con materials in the City of Arlington must be reported on your sales tax return form an -0 a of A{li �W1�•K, • Signature Print Name Date Releas y Date CONDITIONS Adhere to approved plans and call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 09/09/2019 Building Permit Fee $35,704.56 09/09/2019 Building Plan Review Fee $23,207.96 09/09/2019 Processing/Technology Fee $25.00 09/09/2019 State Surcharge-Commercial $25.00 Total Due: $58,962.52 Total Payment: $58,962.52 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon a SAFEouflt PLAN REVIEW COMMENTS DATE: 8/6/2019 TO: GAYTEWAY BUILDING B FROM: Lou Whitford PHONE: 253-383-2422 PHONE: 206-503-5948 EMAIL: apflueger@ahbl.com EMAIL: Iwhitford@safebuilt.com PERMITS#: BLDG-2580 OCCUPANCY GROUP: F-1 PROJECT: GAYTEWAY BUILDING B TYPE OF CONSTRUCTION: III-B ADDRESS: 20015 67T" AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the projects below documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permits referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w W kii f oro� Senior Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com ��Ty City of Arline -'-')n [ACTUIEG. 'D[T 4 D s HQ3W044ad • Public Works 9MG", 238 N. Olympic •Arlington,WA 98223 DATE -7 I 1OB No. , , ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities TO RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. II DESCRIPTION L l 1 � i THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS 41 D( T COPY TO IC �' SIGNED If enclosures are not as noted,kindly us at o PA a-r :L Plan Review t gy SAFEbu 1 ■ Isl Ong Structural Calculations PREPARED FOR: Nelson Seattle 1200 Fifth Avenue Suite 1300 Seattle, WA 9101 Errol Ramirez PROJECT.' k Gateway Building B 2170892.20 PREPARED BY.• Andy Pflueger, PE, SE Senior Project Manager REVIEWED BY.- Dan Booth, PE, SE Principal DATE: Received April, 2019 MAY 212019 $LJ 25'i o Civil Engineers 9 Structural Engineers • Landscape Architects • Community Planners • Land Surveyors 9 Neighbors Page 1 of 352 1 III Structural Calculations dWA For Imifffi Gateway Building B Arlington WA Project # 2170892.20 Project Principal Dan Booth, PE, SE Project Manager Andy Pflueger, PE, SE Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Live Load Criteria: 1�1' L BO Roof(Min Blanket Snow) 25 psf � �Q op �As9jNcrO?, Slab on Grade 250 psf m Wind Load Criteria: Ultimate Wind Speed 110 a C' Risk Category II sQ'VRAIG Wind Exposure C Topographic Factor 1.0 01111912O19 Seismic Criteria: Risk Category II Seismic Importance Factor 1.0 Ss = 1.063 S, = 0.413 Sd5 = 0.762 Shc = 0.437 Site Class = D (Per Geotech) Seismic Design Category = D Response Modification Coeff. (R): 5 Seismic Response Coeff. (Cs): 0.152 Page 2 of 352 Soil Criteria: Based on Geotechnical Engineering Report by: Sondergaard Geoscience, PLLC, dated February 9, 2018 and December 12, 2018. Allowable Soil Bearing Capacity: 1500 psf allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35 pst/ft At Rest Earth Pressure = 50 psf/ft Seismic Earth Pressure = 8H and 1 OH psf for active and at rest respectively Friction Coefficient = 0.35 Passive Pressure = 250 psf/ft Project Description The project consists of an approximately 63,481 square foot shell building in the city of Arlington, Washington. The structure is anticipated to be tilt-up concrete walls, modified Berkley roof framing, and conventional concrete foundations. Page 3 of 352 Table of Contents Section Description Page(s) 1.0 Design Criteria 5-12 2.0 Foundation Design 13-29 3.0 Roof Framing Design 30-47 4.0 Column Design 48-65 5.0 Wall Design 66-145 6.0 Lateral Design 146-154 7.0 Shearwall Design 155-291 8.0 Canopy Design 292-315 9.0 Miscellaneous 316-353 I PagO�A 52 .� j Project G.�fi�!!nAn wG-_=L� Project No. ❑ Page of _ � ❑ Subject Phone Calculations ❑ Fax Q � With/To __ Fax# � ❑ Memorandum Address #Faxed Pages. -- ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers (o N C4-- (T�{ II 4 Structural Engineers �. � Landscape Architects Community Planners t 19 [PC- Land Surveyors Pqz, OL-5 f r-Tj 5 . eta tin, �tr� ' 2Dol s �� kve, tA(-, "-VN& °�►,, wA Q- � J '� 1�✓l luv : I �b MCI°r-� �'�(�l� : Ss = l ,0�.z Cam) . -sipc If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. :a Oit2 1�► h 2/L ❑ Page of Project� ��/�, p)'1��.,_R Project No. 'y� � $ g c..hioc! phone ❑ Calculations ❑ Fax WithrFo Fax# • �� El Memorandum Address #Faxed Pages ❑ Meeting Minutes Date-_— By ❑ Telephone Memo Civil Engineers ��✓� I`'I,F�j'lh- J Jl Structural Engineers i t Landscape Architects Cd 2D FA*,T IZ Community Planners Land Surveyors la,Z � . to 1. 0 0 a to°�o of LIfv D-lo LAO.Orl D,4- 114E frWM 0 If this does not meet with your understandingly contact us' writing within seven days. ANK YOU :;OJW2 Project 6 P-Li1"GW k" V2-LV--6 O Project No.2J ❑ Page of � Subject Phone El _ ❑ Fax Withlfo Fax# DHj❑ Memorandum B Address_ _ #Faxed Pages ❑ Meeting Minutes Date By_ ❑ Telephone Memo 1 , ► Civil Engineers yy *49 v� G Structural Engineers 6 Landscape Architects Gfi rho rmq-- 'v 01 r Community Planners -4-V Land Surveyors to rVN l0 5 0-10 . e � If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Pag 57 Project T tM�W M126t-7 Project No. �I �J 9 Z- ❑ Page of ■1 O ❑ Calculations Subject — Piiurie ❑ Fax Q WithlTo Fax# � El Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers �/�NiL�i lrl G Structural Engineers prey 'l L 10 � �Z Landscape Architects r4�- '(,V, t2,6 — l VLF Uf 4�9L-: Community Planners \ ) y C5 A I Land Surveyors o -0-2 (moo) D.7'S 61- -7k- 0. es tsk�� If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Page 8 of 352 4/10/2019 ATC Hazards by Location ATCHazards by Location o beoro vvnoltey Search Information ngtono C Burti Coordinates: 48.178164,-122.139574 i-A, V'--r�l.��n 125 ft Elevation: 125 ft ti;rbr v Timestamp: 2019-04-11 T00:34:02.152Z Hazard Type: Wind '' I� rr;,`5 iilc NtiidbP'y EVCj'0tt Island - Map d®t9dMfM1$eu91e ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 68 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year 74 mph MRI25-Year 79 mph MRI50-Year 79 mph MR150-Year 85 mph " i MRI 100-Year 84 mph MRI 100-Year 91 mph Risk Category 1 93 mph Risk Category 1 100 mph Risk Category II 98 mph Risk Category II 110 mph Risk Category 111 105 mph Risk Category III-IV 115 mph _ 1 Risk Category IV 109 mph _ The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building ` code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore,provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge a in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. 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I . . — — I f� EV L O N% Plan Review BwSAFEbuilt �NaT- 3If 1cub Supplemental Structural Calculations PREPARED FOR: NELSON 1200 Fifth Avenue, Suite 1300 Seattle, WA 98101 Ms. Bri LeRoy PROJECT Gayteway Building B 2170892.20 PREPARED BY.- Andy Pflueger, PE, SE Sr. Project Manager REVIEWED BY. Dan Booth, PE, SE Principal DATE: August, 2019 J a` w"� � � b r .� •. � - =� . � 1.. .� ■ om Supplemental MR mi Structural Calculations For Iff H] B] L .� Gayteway Building B Arlington, WA Project # 2170892.20 Project Principal Dan Booth, PE, SE Project Manager Andy Pflueger, PE, SE Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Live Load Criteria: 1�L L. gO Roof(Min Blanket Snow) 25 psf of e O Slab on Grade 250 psf Wind Load Criteria: Ultimate Wind Speed 110 mph Risk Category II Oc R°� ,��G� Wind Exposure C SIONAL Topographic Factor 1.0 OR O/ do/9 Seismic Criteria: Risk Category II Seismic Importance Factor 1.0 Sr = 1062 S, = 0.413 Sds = 0.761 Shc = 0.437 Site Class = D (per Geotech) Seismic Design Category = D Response Modification Coeff. (R): 5 Seismic Response Coeff. (CS): 2 Soil Criteria: Based on Geotechnical Engineering Report by: Sondergaard Geoscience, PLLC, dated February 9, 2018. Allowable Soil Bearing Capacity: 1500 psf allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35 pcf with level backfill or 55 pcf with sloping backfill at max 2HAV At Rest Earth Pressure = 50 pcf with level backfill or 75 pcf with sloping backfill at max 2HAV Seismic Earth Pressure = 8H psf for active or 10H psf for at rest earth pressures Friction Coefficient = 250 pcf(Includes FS of 1.5) Passive Pressure = 0.35 (Includes FS of 1.5) Project GAYTEWAY B Z170892_-20 Project No. El of Qw Subject Phone ❑ Calculations Ol SMM With/To Fax# ❑ Fax O ❑ Memorandum Address =0 #Faxed Pages ❑ Meeting Minutes Date—__ By ❑ Telephone Memo I^ Civil Engineers L G � r, wow 5M ' (��O Structural -ngineers I-),D 'ct5 W I iJ 11.0 W H Landscape Architects Cep G Community Planners b u _ KI-f 1_10 01 2q Jr Land Surveyors 61 C f �s W PW4' Or 4- 4"r,19r'l s� l� - l`0 I3/s Z.zI OX- 1 ,5 M7( 1—to CH 13 .3 C f CA5E fr = 0.40tr oVc p ( I +- 2�1h�� 1 ' , C� .r ti1.0 dos =0"1b I �/h =0 �(s : Z,z7 0 --s Of = 2.3 4 (01)(0.615)71.26 iti11N nib �p5 ;° W( = ��,I �5� ��S = �.t . 0 - S =Q.-iS (Og)�0,6'15)yf�22 MA?s ' I'6 �1�sxpWr — °II 3 PsF s -zs Cis �l- 1 }o accou n} �,. 0_l7SH H,w-ti ur �Y 1-10 �, Use 1,5-1- Project Name/Number:2170821 gayte ■''■ AHBL,Inc Title Wall 3-Trash Enclosure Wall Page: 1 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 7 MAR 2019 gm TACOMA,WA 98403 Description.... (253)383-2422 Trash Enclosure Wall-Wind fn 17\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n ro c 803111.18.112.04 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:AHBL,INC Criteria Soil Data Retained Height = 0.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 It Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 250.0 Psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning _ Load Type = Wind(1N) Wall to Ftg CL Dist - 0.00 ft _Axial Load Applied to Stem I (Strength Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem= 29.9 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.60 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Design Method = LRFD Thickness = 5.50 Total Bearing Load = 1,081 Ibs Rebar Size = # 5 ...resultant ecc. = 7.11 in Rebar Spacing = 12.00 Rebar Placed at = Center Soil Pressure @ Toe = 1,774 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.242 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,484 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Level Ibs= 279.9 Footing Shear @Toe = 0.1 psi OK Moment....Actual Service Level ft-#_ Footing Shear @ Heel = 4.6 psi OK Strength Level t-#= 854.3 Allowable = 82.2 psi Sliding Calcs Moment.....Allowable = 3,517.3 Lateral Sliding Force 284.3 Ibs Shear.....Actual Service Level psi= Strength Level psi= 8.5 Shear.....Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 2.75 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf 68.8 Load Factors Short Term Factor = Building Code IBC 2015,AC1 Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1,600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 1 Project Name/Number:2170821 gayte �1/■ AHBL,Inc Title Wall 3-Trash Enclosure Wall Page: 2 2215 N 30TH ST,STE 300 Dsgnr: AMP Date 7 MAR 2019 A WA gm a TACOMA,WA 98403 Description.... (253)383-2422 Trash Enclosure Wall-Wind ■ n 17\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n ro e u .0 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:AHBL INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0781 in2/ft (4/3)*As: 0.1041 in2/ft Min Stem T&S Reinf Area 0.990 in2 200bd/fy:200(12)(2.75)/60000: 0.11 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.132 in2/ft 0.0018bh:0.0018(12)(5.5): 0.1188 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1188 in2/ft #4@ 18.18 in #4@ 36.36 in Provided Area: 0.31 in2/ft #5@ 28.18 in #5@ 56.36 in Maximum Area: 0.5961 in2/ft #6@ 40.00 in #6@ 80.00 in Footing Dimensions&Strengths J Footing Design Results I Toe Width = 0.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 2,484 0 psf Total Footing Width = 2.00 Mu':Upward - 452 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 55 245 ft-# Mu: Design = 397 245 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.09 4.62 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 17.99 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0016 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(Fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.52 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning &Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft_# Ibs ft ft-# Heel Active Pressure = 39.4 0.50 19.7 Soil Over Heel = 47.9 1.56 74.8 Surcharge over Heel = 119.3 0.75 89.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 217.9 1.56 340.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 125.6 5.00 627.9 *Axial Live Load on Stem = Soil Over Toe = 0.33 Surcharge Over Toe = Total 284.3 O.T.M. 737.1 Stem Weight(s) = 515.6 0.90 462.1 Earth @ Stem Transitions= Footing Weighl = 299.6 1.00 299.1 Resisting/Overturning Ratio = 1.60 Key Weight = Vertical Loads used for Soil Pressure= 1,081.0 Ibs Vert.Component = Total= 1,081.0 Ibs R.M.= 1,176.2 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 4 Project Name/Number:2170821 gayte ON AHBL,Inc Title Wall 3-Trash Enclosure Wall Page: 3 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 7 MAR 2019 TACOMA,WA 98403 Description.... gin (253)383-2422 Trash Enclosure Wall-Wind f,nftl7\2170821\20_STRWON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX RetalnPLicenser:KW-06057224' " Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:AHBL,INC Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.185 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Project Name/Number:2170821 gayte 0100 AHBL,Inc Title Wall 3-Trash Enclosure Wall Page: 1 W - 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 7 MAR 2019 M TACOMA,WA 98403 Description.... (253)383-2422 Trash Enclosure Wall-Seismic in 17\2170821\20 STR\NON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n ro cBuild License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:AHBL,INC Criteria Soil Data - Retained Height = 0.50 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 7.00 ft Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem ` [Adjacent Footing Load Surcharge Over Heel = 250.0 psf Lateral Load = 17.1 #/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 7.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft I Load Type = Seismic(E) g Axial Load Applied to Stem Footing Type Line Load pp 11 (Strength Level) Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem= 0.0 psf at Back of Wall _ 0.0 ft Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.87 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 5.50 Total Bearing Load = 988 Ibs Reber Size = # 5 ...resultant ecc. = 5.12 in Rebar Spacing = 12.00 Soil Pressure @Toe = 1,402 psf OK Reber Placed at = Center Soil Pressure @ Heel = 0 psf OK Design Data - - Allowable = 2,000 fb/FB+fa/Fa - 0.141 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 1,963 psf Strength Level Ibs= 198.9 ACI Factored @ Heel = 0 psf g Footing Shear @Toe = 0.1 psi OK Moment....Actual Service Level ft�#_ Footing Shear @ Heel = 3.1 psi OK Strength Level ft-#= 498.0 Allowable = 82.2 psi Sliding Calcs Moment.....Allowable = 3,517.3 Lateral Sliding Force 248.5 Ibs Shear.....Actual Service Level psi= Strength Level psi= 6.0 Shear.....Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 2.75 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n'NOT considered in the calculation of soil bearing Wall Weight psf= 68.8 Load Factors Short Term Factor - Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 f - � � �� - 1 Project Name/Number:2170821 gayte �l'■ AHBL,Inc Title Wall 3-Trash Enclosure Wall Page: 2 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 7 MAR 2019 AVA � TACOMA,WA 98403 Description.... (253)383-2422 Trash Enclosure Wall-Seismic M 13 A.%17k2170821\20_STR\NON CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n roc 987- 0 8, Build 111.18.12.04 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI318-14,AC1530-13 License To:AHBL,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0455 in2/ft (4/3)*As: 0.0607 in2/ft Min Stem T&S Reinf Area 0.990 in2 200bd/fy:200(12)(2.75)/60000 0.11 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.132 in2/ft 0.0018bh:0.0018(12)(5.5): 0.1188 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area 0.1188 in2/ft #4@ 18.18 in #4@ 36.36 in Provided Area 0.31 in2/ft #5@ 28.18 in #5@ 56.36 in Maximum Area: 0.5961 in2/ft #6@ 40.00 in #6@ 80.00 in Footing Dimensions&Strengths �ooting Design Results I Toe Width = 0.67 ft Toe Heel Heel Width = 1.13 Factored Pressure = 1,963 0 psf Total Footing Width = 1.79 Mu':Upward = 368 5 ft-# Footing Thickness = 12.00 in Mu':Downward = 55 144 ft-# Mu: Design = 313 138 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.09 3.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 17.99 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd:Mu<phi*5*lam bda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.46 in2 Min footing T&S reinf Area per foot 0.26 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning &Resisting Forces& Moments i .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 39.4 0.50 19.7 Soil Over Heel = 36.7 1.46 53.5 Surcharge over Heel = 119.3 0.75 89.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 166.7 1.46 243.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 89.8 4.75 426.4 Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.33 Surcharge Over Toe = Total 248.5 O.T.M. 535.6 Stem Weight(s) = 515.6 0.90 462.1 Earth @ Stem Transitions= _ = Footing Weight = 268.8 0.90 240.8 Resisting/Overturning Ratio = 1.87 Key Weight = Vertical Loads used for Soil Pressure= 987.8 Ibs Vert.Component = Total= 987.8 Ibs R.M.= 999.5 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil Dressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number:2170821 gayte ■I'. AHBL,Inc Title Wall 3-Trash Enclosure Wall Page: 3 � _ 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 7 MAR 2019 / TACOMA,WA 98403 Description.... (253)383-2422 Trash Enclosure Wall-Seismic n 17\2170821\20 STR\NON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n roc)1987-2018, Build li.18.12.04 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:AHBL,INC Tilt Horizontal Deflection at Tofu of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.163 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. GAYTEwar B 2170892-20 mom Project Project No. ❑ Page of �1 Subject Phone ❑ Calculations _ With/To Fax# _ ❑ Fax O El Memorandum � Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers 'rrtrC—9-frKLN IN G VvW Structural Engineers 17m,04 Fen- "r,— T. Landscape Architects kon u A-f R6c-,r (PVi ID) Go p ctF G� Community Planners ;l yl.oplNc �5 PcIr �rr. (YIEWIN6) Z S ?43'r- 1 r-r , (kG to Land Surveyors v C- x� I � r#�101b P1 . 2tA t, ��etL 1, 66 d wH G-� 0.15' 6�1 "I_o --- I�� 0,% Y,Vlb o. sl,s =0,104 Project Name/Number:2170821 gayte �'/■ AHBL,Inc Title Wall 1 (w/o seis) Page: 1 dW 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 TACOMA,WA 98403 Description... (253)383-2422 Site Retaining Wall-Cantilever in 17\2170821\20 STR\NON CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n ro eBuild ;- License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:AHBL,INC Criteria Soil Data - Retained Height = 4.75 ft Allow Soil Bearing = 150.0 psf Wall height above soil = 3.50 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 9.00 in = Water height over heel = 0.0 ft Passive Pressure = 375.0 psf/ft Soil Density,Heel = 125.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in f Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 250.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft Load Type = Wind(W) g Axial Load Applied to Stem Footing Type Line Load pp II (Service Level) Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above F% ft= 0.00 Overturning = 3.53 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 7.25 Total Bearing Load = 3,650 Ibs Rebar Size = # 5 ...resultant ecc. = 5.17 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 1,503 psf r Rebar Placed at = Center { 0I< Design Data Soil Pressure @ Heel = 322 psf('; fb/FB+fa/Fa = 0.477 Allowable = 150 psf Total Force @ Section Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 2,104 psf Service Level Ibs= ACI Factored @ Heel = 451 psf Strength Level Ibs= 1,163.8 Footing Shear @Toe - 0.1 psi OK Moment....Actual Service Level ft-#= Allowable 82 Footing Shear @Heel = . psi OK Strength Level ft-#= 2,263.8 = .2 psi Sliding Calcs Moment.....Allowable = 4,737.9 Lateral Sliding Force = 981.1 Ibs Shear.....Actual Service Level psi= Strength Level psi= 26.8 Shear.....Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 3.63 Masonry Data - fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n'NOT considered in the calculation of soil bearing Wall Weight psf= 90.6 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Name/Number:2170821 gayte 01/■ AHBL,Inc Title Wall I (w/o seis) Page: 2 � _ 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 m TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever n 17\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n ro e u . .0 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,AC1318-14,AC1530-13 License To:AHBL,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1522 in2/ft (4/3)*As: 0.2029 in2/ft Min Stem T&S Reinf Area 1.436 in2 200bd/fy:200(12)(3.625)/60000: 0.145 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.174 in2/ft 0.0018bh:0.0018(12)(7.25): 0.1566 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1522 in2/ft #4@ 13.79 in #4@ 27.59 in Provided Area: 0.31 in2/ft #5@ 21.38 in #5@ 42.76 in Maximum Area: 0.7857 in2/ft #6@ 30.34 in #6@ 60.69 in Footing Dimensions&Strengths A Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 3.33 Factored Pressure = 2,104 451 psf Total Footing Width = 4.00 Mu':Upward = 448 3,080 ft-# Footing Thickness = 12.00 in Mu':Downward = 65 4,812 ft-# Mu: Design = 382 1,733 ft-# Key Width = 0.00 in 1 Actual 1-Way Shear = 0.11 6.31 psi Key Depth = .0 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = .08 ft Toe Reinforcing = None Spee'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0009 Cover @Top 2.00 @ Btm: 3.00 in Other Acceptable Sizes&SpacingsToe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 578.6 1.92 1,109.0 Soil Over Heel = 1,620.2 2.64 4,270.3 Surcharge over Heel = 402.5 2.88 1,157.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 682.2 2.64 1,798.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = - Soil Over Toe = 0.33 Surcharge Over Toe = Total 981.1 O.T.M. 2,266.2 Stem Weight(s) = 747.7 0.97 724.5 Earth @ Stem Transitions= Footing Weight = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 3.53 Key Weight = 1.08 Vertical Loads used for Soil Pressure= 3,650.1 Ibs Vert.Component = _ Total= 3,650.1 Ibs R.M.= 7,992.8 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. i c:� Project Name/Number:2170821 gayte �''■ AHBL,Inc Title Wall 1 (w/o seis) Page: 3 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever n 17\2170821120_STR\NON_CAD\CALCsIAndy Calcs\2170821 gayteway c.RPX eta n roc 987- a 8.12.0 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To :AHBL,INC Tilt Horizontal Deflection at Tots of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.086 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil Project Name/Number:2170821 gayte �''■ AHBL,Inc Title Wall 1 (w/seis) Page: 1 � - 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 m TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever Mn :9 ill 7\2170821\20-STR\NON CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX RotalnP Licenser Build KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:AHBL,INC Criteria Soil Data Retained Height = 4.75 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 3.50 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure = 35.0 psf/ft = Height of Soil over Toe = 9.00 in = Water height over heel = 0.0 ft Passive Pressure = 375.0 psf/ft Soil Density,Heel = 125.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ` LAdjacent Footing Load Surcharge Over Heel = 250.0 i)sf Lateral Load = 28.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 8.25 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 .,.Height to Bottom = 4.75 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft Load Type = Seismic(E) g Axial Load Applied to Stem (Strength Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem= 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio - 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Uniform Uniform Seismic Force = 46.000 Multiplier Used = 8.000 Total Seismic Force = 264.500 (Multiplier used on soil density) Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.41 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 7.25 Total Bearing Load = 3,650 Ibs Rebar Size = # 5 ...resultant ecc. = 8.61 in Rebar Spacing = 12.00 Soil Pressure @Toe = 1,898 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.721 Allowable = 2,000 psf Soil Pressure Less Than Allowable Total Force @Section ACI Factored @ Toe = 2,657 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Level Ibs= 1,480.3 Footing Shear @Toe = 0.1 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 10.8 psi OK Allowable 82.2 psi Strength Level ft-#= 3,419.7 = Sliding Calcs Moment.....Allowable = 4,737.9 Lateral Sliding Force 1,234.8 Ibs Shear.....Actual Service Level psi= Strength Level psi= 34.0 Shear.....Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 3.63 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 90.6 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight I ivP I narl 1 Rnn Masonry Desian Method = ASD �, r Project Name/Number:2170821 gayte �,'■ AHBL,Inc Title Wall 1 (w/seis) Page: 2 N _ 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 / TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever n 17\2170821\20_STR\NON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX Retain Pro c 87- 0 8, Build 11.18.12.04 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:AHBL,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2298 in2/ft (4/3)*As: 0.3065 in2/ft Min Stem T&S Reinf Area 1.436 in2 200bd/fy:200(12)(3.625)/60000: 0.145 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.174 in2/ft 0.0018bh:0.0018(12)(7.25): 0.1566 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.2298 in2/ft #4@ 13.79 in #4@ 27.59 in Provided Area: 0.31 in2/ft #5@ 21.38 in #5@ 42.76 in Maximum Area: 0.7857 in2/ft #6@ 30.34 in #6@ 60.69 in Footing Dimensions&Strengths Footing Design Results Toe Width = 0.67 ft Tit g Heel Heel Width = 3.33 Factored Pressure = 2,657 0 psf Total Footing Width = 4.00 Mu':Upward = 557 1,966 ft-# Footing Thickness = 12.00 in Mu':Downward = 65 4,812 ft-# Mu: Design = 492 2,846 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.11 10.85 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0009 Cover @ Top 2.00 @ Btm: 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 18.51 in,#5@ 28.69 in,#6@ 40.73 in,#7@ 55.55 in,#8@ 73.14 in,#9@ 9 Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 Ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning &Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft_# Ibs ft ft-# Heel Active Pressure = 578.6 1.92 1,109.0 Soil Over Heel = 1,620.2 2.64 4,270.3 Surcharge over Heel = 402.5 2.88 1,157.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 682.2 2.64 1,798.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 68.6 7.50 514.5 Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 185.2 2.88 532.3 Soil Over Toe = 0.33 Surcharge Over Toe = Total 1,234.8 O.T.M. 3,313.0 Stem Weight(s) = 747.7 0.97 724.5 Earth @ Stem Transitions= Footing Weighl = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 2.41 Key Weight = Vertical Loads used for Soil Pressure= 3,650.1 Ibs Vert.Component = Total= 3,650.1 Ibs R.M.= 7,992.8 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. i Project Name/Number:2170821 gayte .1/■ AHBL,Inc Title Wall 1 (w/seis) Page: 3 �, 2215 N 30TH ST,STE 300 Dsgnr: AMP Date 8 FEB 2019 TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever 40111 ftn17\2170821\20STR\N0N CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n roc 87- 0 8, Build li.18.12.04 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:AHBL,INC Tilt Horizontal Deflection at Tory of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.109 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil Y� Project Name/Number:2170821 gayte mil'■ AHBL,Inc Title Wall I (wind) Page: 1 We _ 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 TACOMA,WA 98403 Description.... QIn (253)383-2422 Site Retaining Wall-Cantilever 01nft17\2170821\20STR\NON CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n roc 8 - u 8. 2.04 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:AHBL,INC Criteria Soil Data Retained Height = 4.75 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 3.50 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure = 35.0 psf/ft = Height of Soil over Toe = 9.00 in - Water height over heel = 0.0 ft Passive Pressure = 375.0 psf/ft Soil Density,Heel = 125.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure - 12.00 in Surcharge Loads Lateral Load Applied to Stem ` I Adjacent Footing Load r Surcharge Over Heel = 250.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 .,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning _ Load Type = Wind(W) Wall to Ftg CL Dist - 0.00 ft Axial Load Applied to Stem (Strength Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem= 25.0 psf at Back of 0.0 ft Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio - 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction ` Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.00 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method - LRFD Thickness = 7.25 Total Bearing Load = 3,650 Ibs Rebar Size = # 5 ...resultant ecc. = 6.47 in Rebar Spacing = 12.00 Soil Pressure @Toe = 1,650 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 175 psf OK fb/FB+fa/Fa = 0.597 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 2.310 psf Strength Level Ibs= 1,251.3 ACI Factored @ Heel = 245 psf 9 Footing Shear @ Toe = 0.1 psi OK Moment....Actual Service Level ft-#= Allowable 82.2 psi Footing Shear @Heel = . psi OK Strength Level ft-#= 2,832.5 = Sliding Calcs Moment.....Allowable = 4,737.9 Lateral Sliding Force = 1,033.6 Ibs Shear.....Actual Service Level psi= Strength Level psi= 28.8 Shear.....Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 3.63 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 90.6 Load Factors Short Term Factor = Building Code IBC 2015,AC1 Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Project Name/Number:2170821 gayte �''■ AHBL,Inc Title Wall.1 (wind) Page: 2 r _ 2215 IN30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever n • . 17\2170821\20 STR\NON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX etam ro c)1987-2018, Build .0 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:AHBL,INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1904 in2/ft (4/3)*As: 0.2538 in2/ft Min Stem T&S Reinf Area 1.436 in2 200bd/fy:200(12)(3.625)/60000: 0.145 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.174 in2/ft 0.0018bh:0.0018(12)(7.25): 0.1566 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area 0.1904 in2/ft 94@ 13.79 in #4@ 27.59 in Provided Area 0.31 in2/ft #5@ 21.38 in #5@ 42.76 in Maximum Area: 0.7857 in2/ft #6@ 30.34 in #6@ 60.69 in Footing Dimensions&Strengths F Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = _ 3.33 Factored Pressure = 2,310 245 psf Total Footing Width = 4.00 Mu':Upward = 488 2,660 ft-# Footing Thickness = 12.00 in Mu':Downward = 65 4,812 ft-# Mu: Design = 423 2,152 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.11 7.80 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 1.08 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0009 Cover @Top 2.00 @ Btm: 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning &Resisting Forces& Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 578.6 1.92 1,109.0 Soil Over Heel = 1,620.2 2.64 4,270.3 Surcharge over Heel = 402.5 2.88 1,157.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 682.2 2.64 1,798.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 52.5 7.50 393.8 *Axial Live Load on Stem = Soil Over Toe = 0.33 Surcharge Over Toe = Total 1,033.6 O.T.M. 2,659.9 Stem Weight(s) = 747.7 0.97 724.5 Earth @ Stem Transitions= Footing Weigh = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 3.00 Key Weight = 1.08 Vertical Loads used for Soil Pressure= 3,650.1 Ibs Vert.Component = Total= 3,650.1 Ibs R.M.= 7,992.8 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number:2170821 gayte O''■ AHBL,Inc Title Wall.1 (wind) Page: 3 w — 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever PI in 17\2170821\20_STR\NON CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX etaln ro c u 2.0 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:AHBL,INC Tilt Horizontal Deflection at Top of Wall clue to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.095 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil 'r Project Name/Number:2170821 gayte 00 AHBL,Inc Title Wall 2(w/o seis) Page: 1 2215 N 30TH ST,STE 300 Dsgnr: AMP Date 8 FEB 2019 TACOMA,WA 98403 Description.... R (253)383-2422 Site Retaining Wall-Cantilever M:n 17\2170821\20 STR\NON CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX eta n ro c 2Build License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:AHBL,INC Criteria Soil Data Retained Height = 2.75 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 9.00 in = Water height over heel = 0.0 ft Passive Pressure - 375.0 psf/ft Soil Density,Heel = 125.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 250.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft Load Type = Wind(W) g Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem= 0.0 psf at Back of W 0.0 ft all Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary [ Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.06 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 7.25 Total Bearing Load = 1,523 Ibs Rebar Size = # 5 ...resultant ecc. - 3.00 in Rebar Spacing = 18.00 Soil Pressure @Toe = 892 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 250 psf OK = 1,�00 fb/FB+fa/Fa = 0.190 Allowable r psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 1,249 psf Strength Level Ibs= 519.8 ACI Factored @ Heel = 350 psf 9 Footing Shear @ Toe = 0.1 psi OK Moment....Actual Footing Shear @ Heel = 4.7 psi OK Service Level ft-#= Allowable = 82.2 psi Strength Level ft-#= 617.6 Sliding Calcs Moment.....Allowable = 3,229.5 Lateral Sliding Force 508.6 Ibs Shear.....Actual Service Level psi= Strength Level psi= 11.9 Shear.....Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 3.63 Masonry Data - fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 90.6 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 r Project Name/Number:2170821 gayte �1'. AHBL,Inc Title Wall 2(w/o seis) Page: 2 W 2215 N 30TH ST,STE 300 Dsgnr: AMP Date 8 FEB 2019 dWA No TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever in 17\2170821\20_STR\NON_CAD\CALCs\Andy CaicsUl7O821 gayteway c.RPX eta n ro c 9 - Build License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:AHBL INC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0415 in2/ft (4/3)*As: 0.0553 in2/ft Min Stem T&S Reinf Area 0.566 in2 200bd/fy:200(12)(3.625)/60000: 0.145 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.174 in2/ft 0.0018bh:0.0018(12)(7.25): 0.1566 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1566 in2/ft #4@ 13.79 in #4@ 27.59 in Provided Area: 0.2067 in2/ft #5@ 21.38 in #5@ 42.76 in Maximum Area: 0.7857 in2/ft #6@ 30.34 in #6@ 60.69 in Footing Dimensions&Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,249 350 psf Total Footing Width = 2.67 Mu':Upward - 261 494 ft-# Footing Thickness = 12.00 in Mu':Downward - 65 967 ft-# Mu: Design = 196 473 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.11 4.73 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.69 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: 94@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning &Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs It ft-# Heel Active Pressure = 246.1 1.25 307.6 Soil Over Heel = 479.8 1.97 944.6 Surcharge over Heel = 262.5 1.88 492.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 349.0 1.97 687.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Soil Over Toe = 0.33 Surcharge Over Toe = Total 508.6 O.T.M. 799.8 Stem Weight(s) = 294.5 0.97 285.3 Earth @ Stem Transitions= - Footing Weighl = 400.0 1.33 533.3 Resisting/Overturning Ratio = 3.06 Key Weight = Vertical Loads used for Soil Pressure= 1,523.3 Ibs Vert.Component = Total= 1,523.3 Ibs R.M.= 2,450.3 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number:2170821 gayte �1'■ AHBL,Inc Title Wall 2(w/o seis) Page: 3 2215 N 30TH ST,STE 300 Dsgnr: AMP Date 8 FEB 2019 M TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever n • .p. l7\2170821\20—STR\NON CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX Reta n roc 96 - 0 8, ui 8. 2.04 License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:AHBL,INC Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.030 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil Project Name/Number:2170821 gayte �1'■ AHBL,Inc Title Wall 2(w/seis) Page: 1 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever n 17\2170821\20 STR\NON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX RetalnP Build 11.18.12.04 License: 'KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:AHBL INC Criteria Soil Data Retained Height = 2.75 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure = 35.0 psf/ft = Height of Soil over Toe = 9.00 in - Water height over heel = 0.0 ft Passive Pressure = 375.0 psf/ft Soil Density,Heel = 125.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 250.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width - 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Axial Dead Load = 0.0 Ibs Wind on Exposed Stem= 0.0 psf Base Above/Below Soil 0.0 ftat Back of Wall - Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in LEarth Pressure Seismic Load Method :Uniform Uniform Seismic Force = 30.000 Multiplier Used = 8.000 Total Seismic Force = 112.500 (Multiplier used on soil density) Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.59 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding 1 Design Method = LRFD Thickness = 7.25 Total Bearing Load = 1,523 Ibs Rebar Size = # 5 ...resultant ecc. = 4.16 in Rebar Spacing = 18.00 Soil Pressure @Toe = 1,017 psf OK Rebar Placed at - Center Design Data Soil Pressure @ Heel = 126 psf OK Allowable = 2,000 fb/FB+fa/Fa = 0.225 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,424 psf Strength Level Ibs= Service th Level Ibs= 602.3 ACI Factored @ Heel = 176 psf 9 Footing Shear @ Toe = 0.1 psi OK Moment....Actual Footing Shear @ Heel = 5.7 psi OK Service Level ft-#= Allowable = 82.2 psi Strength Level ft-#= 731.0 Sliding Calcs Moment.....Allowable = 3,229.5 Lateral Sliding Force = 587.3 Ibs Shear.....Actual Service Level psi= Strength Level psi= 13.8 Shear.....Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 3.63 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 90.6 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight I ivP I nnri 1 finn Masonry Desian Method = ASD Project Name/Number:2170821 gayte =1'= AHBL,Inc Title Wall 2(w/seis) Page: 2 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 aw � TACOMA,WA 98403 Description.... (253)383-2422 Site Retaining Wall-Cantilever n • . 17\2170821\20_STR\NON_CADICALCs\Andy Calcs\2170821 gayteway c.RPX etain roc)1987-2018, Bull 11.18.12.04 License:KW-06057224 Cantilevered Retaining Wall License TO:AHBL,INC Code: IBC 2015,ACI 318-14,AC1 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0491 in2/ft (4/3)*As: 0.0655 in2/ft Min Stem T&S Reinf Area 0.566 in2 200bd/fy:200(12)(3.625)/60000: 0.145 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.174 in2/ft 0.0018bh:0.0018(12)(7.25): 0.1566 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1566 in2/ft #4@ 13.79 in #4@ 27.59 in Provided Area: 0.2067 in2/ft #5@ 21.38 in #5@ 42.76 in Maximum Area: 0.7857 in2/ft #6@ 30.34 in #6@ 60.69 in Footing Dimensions&Strengths ` Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,424 176 psf Total Footing Width = 2.67 Mu':Upward = 293 383 ft-# Footing Thickness = 12.00 in Mu':Downward = 65 967 ft-# Mu: Design = 228 584 ft-# Key Width = 0.00 in 1 Actual 1-Way Shear = 0.11 5.70 psi Key Depth = . in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 1.2255 ft Toe Reinforcing = None Spee'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Speed Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.69 in2 Min footing T&S reinf Area per foot 0.26 in2 tft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturil &Resisting Forces&Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 246.1 1.25 307.6 Soil Over Heel = 479.8 1.97 944.6 Surcharge over Heel = 262.5 1.88 492.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 349.0 1.97 687.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 78.8 1.88 147.7 Soil Over Toe = 0.33 Surcharge Over Toe = Total 587.3 O.T.M. 947.5 Stem Weight(s) = 294.5 0.97 285.3 Earth @ Stem Transitions= Footing Weigh = 400.0 1.33 533.3 Resisting/Overturning Ratio = 2.59 Key Weight = 1.25 Vertical Loads used for Soil Pressure= 1,523.3 Ibs Vert.Component = Total= 1,523.3 Ibs R.M.= 2,450.3 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number:2170821 gayte NON AHBL,Inc Title Wall 2(w/sets) Page: 3 � — 2215 N 30TH ST,STE 300 Dsgnr: AMP Date: 8 FEB 2019 TACOMA,WA 98403 Description.... A (253)383-2422 0"0Site Retaining Wall-Cantilever 17\2170821\20 STR\NON_CAD\CALCs\Andy Calcs\2170821 gayteway c.RPX stain ro c License:KW-06057224 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:AHBL,INC l Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall(approximate only) 0.034 in The above calculation is not valid if the heel soil bearing pressure exfeeds that of the toe, because the wall would then tend to rotate into the retained soil. i Ch 6D $ar Fl.C)vIcw By SAFE:'bullt O'PPrrZT Li 0; A/ SONDERGAARD GEOSCENCE, PLLC 13012 65111 Avenue SE Snohomish,Washington 98296 February 9, 2018 Project No.J-0045 Gayteway LLC P.O. Box 1727 Bellevue, WA 98009 Attention: Chris Gayte Subject: Geotechnical Engineering Study Building B and C Gayteway Business Park 20015 67th Avenue NE Arlington, Washington Dear Mr. Gayte: As requested, Sondergaard Geosciences, PLLC (SGP) is pleased to present our geotechnical engineering study for the subject site. This study has been prepared for the exclusive use of Gayteway LLC and their agents, for specific application to this project. Within the limitations of scope and schedule, our services have been performed in accordance with generally accepted engineering geology and geotechnical engineering practices in effect in this area at the time our study was prepared. No other warranty, express or implied, is made. SITE AND PROJECT DESCRIPTION The subject property consists of an irregularly-shaped parcel (Snohomish County Parcel Number 31051400200700), with a combined area of approximately 54 acres located at 20015 67th Avenue NE in Arlington, Washington (Figure 1). The subject property is bounded to the east, south and north by commercial/industrial development and to the west by 671h Avenue NE. The proposed project that is the subject of this report is located on the northwest portion of the property fronting 67th Avenue NE. At the project site, overall site topography is relative flat. The subject site formerly was occupied by a lumber mill that has since be demolished. The project site is clear of vegetation Based on our discussions with you, we understand that current plans for the current project include the construction of two concrete tilt-up structures; one totaling approximately 65,950 square feet (Building B) and one totaling approximately 66,100 square feet. February 9, 2018 SONDERGARRD GEOSCIENCES, PLLC 1 e. ��f! 4• y Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington SUBSURFACE EXPLORATION Twelve exploration pits were completed at the site by SGP on January 22, 2018. The approximate locations of the explorations are shown on the attached Site Plan Figure 2. The exploration pits were completed on the property using an excavator provided by the owner and were continuously observed and logged by an engineering geologist. Logs of the exploration pits are attached to this report. Descriptions of the soils encountered at the site are provided below. Fill Crushed Rock Fill Fill consisting of loose to medium dense, moist, tan crushed rock (1/2-minus) was encountered in exploration pits EP-5 and EP-6. The crushed rock fill was generally found at the surface to depths of approximately 1 to 4 feet at these locations. This material is suitable for reuse as structural fill if properly compacted. Wood Fill Fill typically consisting of loose, moist, dark brown, sand with wood fragments and soft, moist dark brown woodchips, dimensional lumber and small logs was encountered in exploration pits EP-1, EP-2, EP-3, EP-4, EP-5, EP-6 and EP-11. The wood fill was typically found at the surface to depths ranging from approximately 2 to 8 feet. The approximate thickness of the wood fill is shown on Figure 2. This material is not suitable for the support of foundations, floor slabs or pavements. Recessional Outwash Recessional outwash soils were encountered underlying the fills to the full depths explored depths of approximately 9 to 12 feet below the existing ground surface. This soil generally consisted of medium dense, moist, oxidized brown to gray, gravelly sand to sandy gravel and scattered cobbles. This unit is suitable for support of foundations, slabs and pavements when properly compacted as recommended in this report. Ground Water Ground water seepage was not encountered in the exploration pits advanced for this report in January 2018 with the exception of exploration EP-9. Exploration pit EP-9 exhibited slow ground water seepage at a depth of about 6.5 feet. It should be noted that the depth and February 9,2018 SONDERGARRD GEOSCIENCES, PLLC 2 Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington occurrence of ground water seepage at the site likely varies in response to such factors as changes in season, amount of precipitation, location, and site use. GEOLOLGIC HAZARDS The following discussion of applicable geologic hazards is based on review of the City of Arlington Municipal Code (AMC) and the geologic, topographic, and ground and surface water conditions as observed and discussed herein. The discussion will be limited to landslide and steep slope hazards, seismic hazards, and erosion hazards. Slope Hazards and Mitigations The site is characterized by flat, generally gentle topography. In our opinion, the site does not meet the criteria of a Landslide Hazard Area according to AMC Part IV Section 20.93.600(b)(2). Seismic Hazards and Mitigations Seismic Hazard Area Ground water was not encountered in the site explorations completed to maximum depth of about 12 feet below the existing site grade. Review of well logs on file at the Washington State Department of Ecology indicates that the shallowest ground water in the vicinity of the site occurs at depths of about 30 to 50 feet below the ground surface and that soils below this depth typically consist of clay and silt. In our opinion, the subsurface conditions at the project site do not meet the definition in AMC Part IV Section 20.93.600(b)(4) for a Seismic Hazard Area due to the depth to the shallowest ground water and the density and fine-grained nature of the soils at and below that depth. However, earthquakes occur in the Puget Lowland with great regularity. The majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2-magnitude event; the 1965, 6.5-magnitude event; and the 2001, 6.8-magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-to 40-year period. Generally, there are four types of potential hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. February 9, 2018 SONDERGARRD GEOSCIENCES, PLLC 3 Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington Surficial Ground Rupture The project site is located approximately 16 miles southwest of the Devil's Mountain Fault Zone. This fault systems in has been hypothesized to have a reoccurrence interval in excess of several thousand years. Due to the suspected long recurrence interval and distance from the subject site, the potential for surficial ground rupture is considered to be low during the expected life of the proposed development. No mitigation efforts beyond complying with the requirements of the local jurisdictions and the current International Building Code (IBC) are recommended for this site. Seismically Induced Landslides The potential risk of damage to the proposed structures by seismically induced land sliding is low due to the gentle topography and lack of ground water seepage on the project site, in our opinion. Liquefaction Liquefaction is the process of loose, saturated sand losing its internal shear strength when subjected to cyclic loading, as may occur during an earthquake. Due to the lack of a shallow ground water table at the site and the density and fine-grained nature of soils below the ground water at depth, the potential for liquefaction to occur is low, in our opinion. Ground Motion It is our opinion that earthquake damage to the proposed structures, when founded on suitable bearing strata in accordance with the recommendations contained herein, will likely be caused by the intensity and acceleration associated with the event. Structural design for the project should follow current IBC standards. The 2015 IBC defines Site Classification by reference to Table 20.3.-1 of the American Society of Civil Engineers publication ASCE 7, the current version of which is ASCE 7-10. In our opinion the subsurface conditions at the site are consistent with a Site Classification of"D" as defined in the referenced documents. Erosion Hazards and Mitigations The subject property does not meet the criteria for an erosion hazard area as defined in AMC Part IV Section 20.93.600(b)(1). The following discussion addresses potential erosion hazards that could develop during construction. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the February 9, 2018 SONDERGARRD GEOSCIENCES, PLLC 4 Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington potential generation of turbid runoff and sediment transport. During the local wet season (October 1 through March 31), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Some fine-grained surface soils are the result of natural weathering processes that have broken down parent materials into their mineral components. These mineral components can have an inherent electrical charge. Electrically charged mineral fines attract oppositely charged particles and can combine (flocculate) to form larger particles that will settle out of suspension. The sediments produced during the recent glaciation of Puget Sound are, however, most commonly the suspended soils that are carried by site storm water. The fine-grained fraction of the glacially derived soil is referred to as "rock flour," which is primarily a silt-sized particle with no electrical charge. These particles, once suspended in water, may have settling times in periods of months. Therefore, the flow length within a temporary sediment control trap or pond has virtually no effect on the water quality of the discharge, since silt will not settle out of suspension in the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a construction site is almost entirely a function of cover measures and flow control. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. To mitigate the erosion hazards and potential for off-site sediment transport, we recommend the following: 1) The winter performance of a site is dependent on a well-conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground-cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the City of Seattle standards. 2) All TESC measures for a given area to be graded or otherwise worked should be installed prior to any activity within that area. The recommended sequence of construction within a given area would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 3) During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the February 9, 2018 SONDERGARRD GEOSCIENCES, PLLC 5 i Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned-up" will depend on the time of year and the duration the area will be left un-worked. During the winter months, areas that are to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal-rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 4) All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides the most cost-effective cover measure and can be made wind-resistant with the application of a tackifier after it is placed. 5) Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over significant slopes. 6) Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around pile perimeters. During the period between October 1 and March 31, these measures are required. 7) On-site erosion control inspections and turbidity monitoring should be performed in accordance with City of Seattle requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. TESC monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, at the time of construction. It is our opinion that with the proper implementation of the TESC plans and by field-adjusting appropriate mitigation elements (best management practices) during construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project during construction can be mitigated. February 9, 2018 SONDERGARRD GEOSCIENCES, PLLC 6 Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington GEOTECHNICAL ENGINEERING RECOMMENDATIONS The medium dense Vashon recessional outwash encountered in the exploration pits is suitable for foundation support. Fill encountered within the exploration pits completed at the projectsite is not suitable for foundation. The following sections provide our recommendations for foundation support and support of slab-on-grade floors. Site Preparation Site preparation of planned structural fill pads, building foundations, and other areas should include removal of all vegetation, debris, wood fill and any other deleterious material. Areas where loose surficial soils exist due to grading/grubbing operations should be recompacted in place, or if this is not feasible due to either soil composition or moisture content, the loose soils should be removed and replaced as subsequently recommended for structural fill placement. The wood fill identified at the site and that may be encountered in other areas during grading operations should be removed from beneath all building and pavement areas. IN the exploration pits the depths of removal ranged from approximately 2 to 8 feet below the existing site grade. Areas where this material has been removed should be brought back to planned subgrade elevations with structural fill placed and compacted as described below. The existing crushed rock fill encountered in some of the explorations may be reused as structural fill if compacted to at least 95 percent of its maximum dry density as determined by ASTM D:1557. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the medium dense native sand may be made at a maximum slope of 1H:1V (Horizontal:Vertical). Additionally, if ground water seepage is observed, the temporary slopes may need to be readjusted. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut slopes in medium dense native sediments or structural fill must not exceed a 2H:1V inclination. Fill slopes should either be overbuilt and trimmed back to final grade or surface compacted to a specified density. The native soils may be subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATI3). February 9, 2018 SONDERGARRD GEOSOENCES, PLLC 7 r• Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington Foundation Support Conventional Spread Footings The foundation bearing stratum, consisting of either medium dense native Vashon sediments or structural fill placed over these sediments, is relatively shallow and spread footings may be used for foundation support. If needed, structural fill placed below foundation areas should consist of non-organic soil, free of deleterious materials, placed in maximum loose lift thicknesses of 8 inches with each lift compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by American Society for Testing and Materials (ASTIVI): D 1557. Structural fill placed below footing areas should extend laterally beyond the footing edges a distance equal to or greater than the thickness of the fill. Sediments exposed in footing excavations should be compacted to a firm and unyielding condition prior to footing placement. For footings founded either directly on medium dense native Vashon outwash sediments, or on structural fill placed over these materials, we recommend that an allowable bearing pressure of 1,500 pounds per square foot (psf) be used for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings for the proposed buildings should be buried a minimum of 18 inches into the surrounding soil for frost protection. No minimum burial depth is required for interior footings; however, all footings must penetrate to the prescribed stratum, and no footings should be founded in or above loose, organic, or existing fill soils. The area bounded by lines extending downward at 1H:1V (Horizontal:Vertical) from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1. 5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edges of steps or cuts in the bearing soils. All footing areas should be observed by SGP prior to placing concrete to verify that the exposed soils can support the design foundation bearing capacity and that construction conforms with the recommendations in this report. Foundation bearing verification may also be required by the governing municipality. Pipe Piles An alternative to removal of unsuitable fill soils would be the use of small diameter pipe piles for structural support of foundations or slabs. The number and spacing of the piles required February 9,2018 SONDERGARRD GEOSCIENCES, PLLC 8 i i Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington should be determined by a licensed structural engineer. The following table presents our recommendations for pipe pile capacities. Table 1: Small Diameter Pipe Pile Vertical Capacities Pipe Diameter(in) Pipe Schedule Hammer Size(lbs) Refusal Criteria Pipe Pile Capacity Seconds per Inch (Tons) 2 80 140 60 3 3 40 850 10 6 4 40 2,000 4 10 The pipe piles should be driven to the refusal criteria specified in Table 1 during a sustained period of continuous driving and the installation should be observed by a licensed engineer or engineering geologist. Should the pile contractor have different size/weight hammers than those specified in Table 1, different refusal criteria may apply. Resistance to lateral loads would be provided either by passive soil resistance against the existing foundation walls/footings and any new column pads/grade beams or installation of batter piles. A passive equivalent fluid pressure equal to 150 pounds per cubic foot (pcf) can be used for this purpose. All soil that is removed for pile installation and bracketing purposes must be replaced and compacted to a firm and unyielding condition. Also, all backfill around the new column pads should be placed as compacted structural fill (at least 95 percent of maximum dry density per ASTM D:1557) in order for this value to apply. We do not recommend assigning any lateral resistance to a pipe pile that is installed vertically. If batter piles are used to resist lateral loads for the new columns the lateral resistance would be equal to the horizontal component of the axial pile load. The maximum recommended batter is 1HAV. The axial capacity of the pile is not reduced when battered at 1H:1V or less. Structural Fill Structural fill may be necessary to establish desired grades. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. Recycled crushed concrete that is less than 3 inches in diameter may be used for structural fill when compacted to a firm and unyielding condition as determined by the geotechnical engineer or engineering geologist. After stripping, planned excavation, and any required over-excavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to a firm and unyielding condition. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should February 9, 2018 SONDERGARRD GEOSCIENCES, PLLC 9 L � M Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further over-excavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After recompaction of the exposed ground is approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer/engineering geologist, placed in maximum 8-inch loose lifts with each lift being compacted to 95 percent of ASTM:D-1557. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edges before sloping down at a maximum angle of 2H:1V. The contractor should note that any proposed fill soils must be evaluated by SGP prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. The on-site soils contained some amount of silt and are considered moisture-sensitive when excavated and used as fill materials. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve. Slab-on-Grade Floor Support Slab-on-grade floors may be constructed either directly on the undisturbed, medium dense native Vashon sediments, or on structural fill placed over these materials. Areas of the slab subgrade that are disturbed (loosened) during construction should be recompacted to an unyielding condition prior to placing the pea gravel, as described below. In order to control moisture vapor transfer through the slab, slab-on-grade floors should be constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed pea gravel, washed crushed rock or other suitable material approved by the geotechnical engineer February 9, 2018 SONDERGARRD GEOSCIENCES, PLLC 10 Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington or engineering geologist. The capillary break should be overlain by a 10-mil (minimum thickness) plastic vapor retarder. Foundation Walls All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to resist active lateral earth pressure represented by an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. As required by the 2015 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 8H and 10H psf, where H is the wall height in feet for the "active" and "at-rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on-site soils, or imported structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab-on-grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural glacial soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of February 9,2018 SONDERGARRD GEOSCIENCES, PLLC 11 Gayteway Business Park Buildings B and C Geotechnical Engineering Study Arlington, Washington the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction =0.35 All perimeter footing walls should be provided with a drain at the base of the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set at or slightly below the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away from the buildings. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to foundations should be sloped downward away from the structures to achieve surface drainage. Drainage Considerations All perimeter footing walls should be provided with a drain at the base of the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set at or slightly below the bottom of the footing and the drains should be constructed with sufficient gradient to allow gravity discharge away from the buildings. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to foundations should be sloped downward away from the structures to achieve surface drainage. PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is based on a general project concept provided by the owner. We recommend that SGP be allowed to review this report and update it as needed when a more detailed project plan has been developed. In this way, we can confirm that our earthwork and foundation recommendations have been properly interpreted and implemented in the design. This review is not included in our current scope of work and budget. We are also available to provide geotechnical recommendations in the event that variations in subsurface conditions become apparent and earthwork monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. February 9, 2018 SONDERGARRD GEOSCIENCES, PLLC 12 G4yteway Business Bark Buildings B and C Geotechnical Engineering Study Arlington,Washington, CLOSURE We appreciate the opportunity to be of service to you on this project. Should you have any questions regarding this report or other geotechnical aspects of the project, please call us at your earliest convenience. Sincerely, SONDERGAARD GEOSCIENCE, PLLC. Snohomish_, Washington ILA Al. P4 °k Wh as o I fv AL�G Jon N.So ergaa,d \ Jon N.Sondergaard, L.G., L.E.G'. Robert M. Pride, P.E. Principal Engineering Geologist Professional Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site Plan Exploration Pit Logs February 9,2018 SONDERGARRD GEOSCIENCES, PLLC 13 e 717 P� too 1 �•1 All DO J - Pil �7 i rLril LI11 l!+1 Ural Ltl ., tal • Cal �tiED i - - ME AREA 79,102 SF (1.8 ACRES) Sl 142.510 SF (3.3 ACRES) E 186.210 SF (4.3 ACRES) E 408,000 SF (9.3 ACRES) T - Exploration Pit Number and I 22,842 SF (.5 ACRES) PR( EP-1 jApproximate Location STORAGE YARD W BUILDING AREA aThickness o 79,102 65,950 SF BUILDING "B"f Wood Fill in Feet 66,100 SF BUILDING "C" ❑ 50,660 SF WAREH( I 20' EASEMENT ■ 9,003 SF RESTAUF OVER RR ■ 2,665 SF OFFICE/' ■ 3,484 SF DISTILLEI 1_. 288 SF SERVICE C I EP-11 132,050 SF TOTAL BUILDIN( 6 ZONE GI GENERAL INDUSTRIAL _ EP-10 PARKING. BUILDING B I 25 STALLS -(15%) 9,89,- EP-12 29 STALLS - (85%) 56.0 54 TOTAL STALLS REQUIRI - BULDING B' E P-9 65950 58 STALLS PROVIDED -- I— ��— 4 BUILDING C- 19 STALLS-(15%) 7,599 22 STALLS (85%) 43.0 II _ 37 STALLS - 9,003 SF 2 STALLS - 288 SF SE z 7 STALLS - 2,665 SF Of z I— EP-8 I EP-7 2 STALLS - 3.84 SF DI w> — 89 TOTAL STALLS REQUIF a II 128 STALLS PROVIDED II TOTAL SITE 143 TOTAL STALLS REQUIRE AT 186 TOTAL STALLS PROVID DOCK DOORS 11 BUILDING "B" — — V 10 BUILDING "C" EP-6 EP-5 - 21 TOTAL DOCK DOOR 5 _ DRIVE-IN DOORS p 2 BUILDING "B" �f V ti r-171roject Summary, • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: Gayteway Business Park-Building B Date 5/1/2019 PROJ-SUM form Project Street Address: 20015 67th Ave.NE For Building Department Use sh ofvee s ee iovedd all as Project City,County,Zip: Arlington,WA compliance form Project Owner or Rep: Nelson(Formerly Craft Architects) submittals.Project Title shall match Jurisdiction: Arlington project plans title block. Project Description New Construction and Additions Select all that apply to the n New Building ❑ Building Addition scope of project. Select Addition+Existing Existing Building Retrofit or Alteration+Existing if the existing building will be ❑Alteration ❑Change of Occupancy ❑Change in Space Conditioning combined with the addition or alteration to demonstrate compliance per Section ❑ Historic Building C502.1 or C503.1. Building Elements Scope-Select all that apply ❑All C Building Envelope ❑Mechanical Systems ❑Service Hot Water Systems ❑ Lighting Systems ❑Electrical Systems CO All Commercial n Group R-R2,R3,&R4 Mixed Use over 3 stories and all R1 Occupancy Type Mixed Use-Building is greater than three stories above grade and it has both Commercial and Group P Y Yp R occupancies. Mixed Occupancy-Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies.Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Select all that apply to the scope of project ®Fully Conditioned ❑✓ Semi-heatedz ❑Refrigerated Spaces (Warehouse and/or Walk-in') Space Conditioning ❑ Low Energy Space Category3 Categories Eligible Low Energy Spaces ❑Unconditioned ❑ Low energy heating/cooling capacity ❑Wireless service ❑ Greenhouse4 ❑Equipment building equipment shelter Floors Above Floor Area and Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area Stories 1 N/A N/A (,Compliance Method 1 -General Co Compliance Method 2-Total Building Performance Compliance Method 1-Projects shall demonstrate compliance with all applicable mandatory and prescriptive requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to General Compliance include with a Prescriptive submittal:All applicable ENV, LTG,and MECH. Path Compliance Method 2-Projects complying via total building performance(TBP)shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code.Refer to Section C401.2, Item 2 for more information. Compliance forms to include with a TBP submittal:PROJ-SUM, ENV-CHK,LTG-EXT, LTG-CHK,and all MECH forms except MECH-ECONO and MECH-VENT(pending). Note 1-Refrigerated Spaces- They shall comply with the envelope and refrigeration equipment requirements in Section C410. Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2-Semi-heated Spaces-If heated with equipment other than electric resistance may take an exemption for wall insulation.All other envelope assemblies shall comply with the thermal envelope provisions. Note 3-Exemptions For Low Energy Spaces-Low Energy spaces are exempt from all provisions in WSEC Section C402 Building Envelope, however all other applicable provisions in the Code do apply including lighting,mechanical,service water heating, etc. Note 4-Eligible Space Conditioning For Low Energy Greenhouses-Greenhouses are defined as spaces that maintain a specialized sunlit environment that is used exclusively for cultivation,protection and maintenance of plants.Cooling with outside air Xa�rgl/or ev��apporativ cooling, and any form of heating equipment,are allowed under the Low Energy Greenhouse category- Greenhouse8',afiido'dhAfj� equipment that requires a condensing unit are NOT eligible. MAY 212019 � ��g� f � � • • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info I Project Title: Gayteway Business Park-Building B Date 5/1/2019 C406 Additional Building level efficiency options: Current Scope Previous Projects Efficiency Package C406.8 Enhanced envelope performance [ �] Options Summary C406.9 Reduced air infiltration [ [ A minimum of two Options are C406.5 On-site renewable energy [ [ required for new construction, and change in space Building area level efficiency options conditioning or occupancy projects. C406.2 More efficient HVAC equipment [ [ Select all Options included in the current project scope. C406.6 Dedicated outside air systems(DOAS) [ Also select Options complied with under previous projects C406.7 Reduced energy use in service water heating [ [ (shell and core,other tenant spaces in building,etc) C406.3 Reduced lighting power F_ [� Buildings with multiple tenant spaces may comply with C406.4 Enhanced digital lighting controls [ different options(mix& match). C406 Comments: Options are required for all space conditioning categories. Include discipline specific information for C406 options in ENV-SUM, LTG-SUM and Refer to SBCC website for official interpretations regarding C406 provisions. � 1 � } ;� 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Info Project Title: Gayteway Business Park-Building B Date 05/01/2019 Applicant Info. Company Name: Nelson(Formerly Craft Architects) For Building Department Use Provide contact Company Address: 1200 Fifth Ave,Suite 1300,Seattle,WA information for individual who can Applicant Name: Errol Ramirez respond to inquiries about information lApplicant Phone: (206)408-8633 provided. Applicant Email: eramirez@nelsononline.com Project Description ❑ New Building [ Addition ❑ Alteration [ No Envelope Scope Envelope Project Scope Q All Commercial [ Group R-Commercial ❑ Mixed Use-Commercial+Group R Select all that apply. ❑✓ Semi-heated [ Refrigerated Cooler ❑ Refrigerated Freezer ❑ Equipment Building Envelope Description Provide brief description of the project and relevant supporting documentation. If project includes multiple Target Insulation Allowance areas, and/or is demonstrating compliance as an Addition +Existing, Alteration +Existing, or Addition +Alteration +Existing project, provide a brief summary of the approach to Air Barrier Testing ❑Air barrier testing per Section C402.5.1.2 included in project scope Air barrier testing is required for all new construction projects. Testing criteria is 0.40 ❑ Additional Efficiency Package Option-C406.9 Reduced Air Infiltration cfm/ft2 under test pressure of 0.3 inch w.g. To comply with C406.9, demonstrate that ❑ Testing not required. Explanation: measured air leakage of building envelope Compliance Documentation Scope and Method Scope of This Calculation ❑✓ New Building [ Addition ❑ Alteration [ No Envelope Scope Target Insulation Allowance Fully Conditioned -Commercial,Group R, Mixed Use Sets the title and calculations in the compliance forms. Selection required (0-0 Semi-heated (1 Refrigerated Cooler Refrigerated Freezer to enable forms. If project includes more than one Target Insulation Allowance area, and/or if project includes addition and alteration areas complying independently, for each area complete an ENV-SUM form Rows 16-46 and either an ENV-PRESCRIPTIVE form, or ENV-UA+ENV-SHGC forms if demonstrating compliance via component performance. Envelope Compliance Path () Prescriptive Component Performance Selection required to enable forms. Component Performance ❑ Change of Occupancy(C503.2)/Conditioning (C505)- 10%higher UA allowed Calculation Adjustments ❑ Additional Efficiency Package Option-C406.8 Enhanced Envelope- 15%lower UA required Additions (� Addition stand alone 0 Addition +Existing Addition stand alone-Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing-to-remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total addition envelope assembly areas as NEW. If resulting total building WWR exceeds 30%and/or SSR exceeds 5%, refer to C502.2.1 and C502.2.2 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for addition stand alone projects. Addition+existing-Complete ENV-UA per instructions for addtion+existing projects. Alterations - R Replacement windows only,or resulting ❑ Total building WWR increased by alteration Fenestration and Skylight total building WWR!!:original WWR ❑ Replacement skylights only, or resulting ❑ Total building SRR increased by alteration total building SRR<_original SRR WWR and SRR not increased-Vertical Fenestration and Skylight Area Calculation not required. WWR and/or SRR increased-Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing-to-remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total altered envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C503.3.2 and C503.3.3 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for alteration+existing projects. • • 2 ENV-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Gayteway Business Park-Building B Date 05/01/2019 Vertical Fenestration and Total Vertical NET Exterior Fenestration Area Above Grade Total Skylight Area NET Exterior Roof Skylight Area Calculation (rough opening) Wall Area (rough opening) Area Prescriptive Path-Enter envelope sf values New 1,558 32,378 832 63,101 directly into this section of ENV-SUM for vertical fenestration, skylights, net walls and Existing 0 0 0 0 roof. For Additions and Alterations, refer to these sections in ENV-SUM for further ---t instructions. Total 1,558 32,378 832 63,101 Component Performance-When this Envelope Compliance Path is selected, write- protection of this section is enabled. Enter Vertical Skylight-to-Roof envelope sf values for all assemblies into the Fenestration-to- 4.6% Ratio(SRR) 1.3% Ra ENV-UA form.Envelope information from Wall Ratio(WWR) ENV-UA will auto-fill into this section of ENV- Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance SKYLIGHT AREA COMPLIES WITH MAXIMUM ALLOWANCE Vertical Fenestration C High performance fenestration U-factors and SHGC per C402.4.1.3 Alternates Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone (1 In buildings>3 stories,25%or more of NET floor area is in DLZ per C402.4,1.1 (DLZ)areas and ftz on project plans. (1 In buildings<3 stories,50%or more of CONDITIONED floor area is within DLZ per C402.4 1 1 For Daylight Zone Area Calculations- Daylight Zone Calculations a)Sidelight areas include primary+ secondary daylight zone areas. Daylight Zone Fenestration Alternate Sidelight Daylight Toplight Daylight Percent Daylight b)Include overlapping toplight and sidelight Not Selected. No Calculations Required Zone Area Zone Area Zone Area daylight zone areas under Toplight. c)Net floor area definition in Chapter 2. Spaces in Single Story List all enclosed spaces that exceed 2,500 ftz have ceiling height greater than 15 ft, and are space Building Requiring Skylights types required to comply with this provision. Indicate aperture with "AP"prefix(AP 1.1%) In these spaces a minimum of 50%of the Space Space Area(ftz) DLZ Area(ftz) I SRR or Aperture Exception floor area shall be within a skylight daylight zone (DLZ).Refer to C402.4.2 for requirements. SRR=Skylight to roof ratio Envelope Exemptions Low Energy and Semi-heated Low energy spaces per C402.1.1 Item 1 are exempt from the thermal envelope provisions. Semi- heated spaces heated by systems other than electric resistance are exempt from wall insulation Spaces provision only per C402.1.1.1. Complete Low Energy and Semi-Heated Spaces table in MECH-SUM to verify eligibility based on installed peak heating and cooling capacity per sf. Equipment Buildings Wall Insulation Roof Insulation Overall Average R-Value R-Value U-Factor Equipment buildings are exempt from the Equipment Building Envelope thermal envelope provisions per C402.1.2. The following shall be met to be eligible: Electronic equipment power(watts/sf) building sizes 500 sf,average wall/roof U- Heating system output capacity(Btu/hr) factors U-0.20, electronic equipment load>_ 7 watts/sf,heating system output capacity s Cooling capacity(Yes/No) 17,000 btu/h. Cooling system capacity not _� / 1 =0 ill ire]imilalait liliima - - . i . , • . • 2015 WSEC Compliance Forms for Commercia. dings including R2,R3,&R4 over 3 stories and all Revised Oct 2017 Project Title: Gayteway Business Park-Building B Date 05/01/2019 Target Insulation Allowance For Building Department Use Semi-heated Space Calculation Adjustments Semi-heated space-walls excluded from proposed and target total UA Fenestration Area as%gross above-grade wall area 4.6% Max.Target: 30.0% Skylight Area as%gross roof area 1.3% Max.Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV-SUM For Stand-alone Projects13,14 Vertical Fenestration Net Wall User Note Existing-to-remain Areas Skylights Net Roof Building Component Proposed UA Target UA Cavity+Cl Plan/Detail# U-factor Source&Table#` U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) x R=40 Continuous insulation above roof deck 0.025 63101 1577.5 0.027 63101 1703.7 o R= Above Deck Insulation U-0.027 R= a R= 0.031 m R= Metal Building U-0.031 0 R= R= 0.027 R=.Zn Joist/single rafter U-0.027 R= R= 6.021 R= Single raft,attic,other U-0.021 Q R= a� R= NR NR °= R= Steel/metal frame NR R= N -6 R= NR NR 00 R= Metal Building NR a� R= 0 R= NR NR Q oR= 'Wood Frame,other NR R= o R= Warehouse tilt-up concrete wall 0 104 30695 NR NR 30695 NR m R= Mass Wall NR O R= a� R= NR NR � R= Mass Transfer Deck NR 2 R= o U) R= NR NR `30 m R= Group R Mass Wall NR C7 R= E R= NR NR R= Assumed to be Mass Wall NR _0 R= 2 w- R= NR NR 0 o R= Assumed to be Mass Wall NR m CD R= ,n R= 0.031 o R= Mass Floor U-0.031 o R= 0 FL 0.029 R= Joist/Framing U-0.029 � R= Area UA Area UA Page 1 Subtotal 93796 1578 93796 1704 Component Performance Compliance (UA) UA COMPLIES lW •3ii1:Z•TiT-ail--.. . lik 0 q e LTAMNI.A 2015 1(VSEC Compliance Forms for Commercia dings including R2, R3, &R4 over 3 stories and all Revised Oct 2017 Project Title: Gayteway Business Park-Building B Date 05/01/2019 Fenestration Area as%gross above-grade wall area 4.6% Max.Target: 30.0% For Building Department Use Skylight Area as%gross roof area 1.3% Max.Target: 5.0% Building Component Proposed UA Target UA Ins. R Plan/Detail# F-factor Source&Table#a F-factor x Perimeter = FP(F x P) F-factor x Perimeter= UA(U x A) R= No insulation 0.730 1247 910.6 0.540 1247 673.6 L R= Slab-On-Grade F-0.54 2 c Z, R= R= 0.550 5 R= Heated Slab-On-Grade F-0.55 = R= Schedule ID U-factor Source9,10 U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) Metal doors 0.37 357 132.1 0.370 357 132.1 0' 3 Opaque Swing Doors U-0.37 en U) 0 9'X 10'opaque roll-up doors 0.1 1326 132.6 0.340 1326 450.8 L Opaque rollup&sliding U-0.34 O m 0.30 Non-Metal Frame U-0.30 C O Z as NFRC rated assembly 0.38 1390 528.2 0.38 1390 528.2 o Metal Frame, Fixed U-0.38 .= m ca m N U7 LL a 0.40 Metal Frame,Operable U-0.40 r m � c NFRC rated assembly 0.60 168 100.8 0.60 168 100.8 P Metal Entrance Door U-0.60 c a� N NFRC rated skylight 0.5 832 416.0 0.50 832 416.0 L All types U-0.50 _m C Refrigerated Space Freezer Floors Proposed UA Target UA Cl Plan/Detail# U-factor Source&Table#z U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) R= Tc R= Freezer Floor LL LL R= Area' UA Area' UA Page 2 Subtotal 5320 2220 5320 2301 TO COMPLY-The Proposed Total UA shall not Page 1 Subtotal 93796 1578 93796 1704 exceed the Target Total UA. Project Total 99116 3798 99116 4005 Component Performance Compliance (UA) UA COMPLIES Refrigerated Space Windows In Doors il,iz Cooler/ ou ie ane i ripie ane Inert Gas Heat Reflective Plan/Detail# Description Freezer Glass Glass Filled Treated Glass `0 0 00 � c c_ - p1 C_ C .N L � U - (0 N Q' ,�� . r Rule t -It verucdt+enesuduurt ur bnyugnt died exceeus mdxuuurrt dnoweu per t, (Item Idryet rated HuJusunent u)mt dppucdute envelope elements will be calculated automaticalh •the compliance form. Refer to Target Area Adjustm- ',worksheet for this calculation. Note,Z-Opaque assembly U-factors shall come t Appendix A or be calculated per approved methoo pecified in C402.1.5.1. Note 3-Proposed CMU mass wall in non-Group n(hat meet Table C402.1.4 Footnote D requirements car#enter the target U-value of 0.104. Note 4-Semi-heated spaces-For spaces eligible for this wall insulation exception,the UA calculation excludes all wall assemblies.However, wall area values are required to run the window-to-wall ratio calculation. Enter into form all wall types in the semi-heated space.Enter the sf area of each wall type and enter"I"for the U-factor. Note 5-Mass transfer slab edges must be covered with an assembly having an overall U-factor of 0.2. Note 6-Demising walls, doors, and vertical fenestration separating spaces with different degrees of space conditioning(unconditioned, semi-heated, fully conditioned)shall be included only on the ENV-UA form for the space with the greatest degree of space conditioning. Note 7-List Group R above grade mass walls here. List all other above grade walls, Commercial and Group R,in the Opaque Walls-Above Grade section. Note 8 Slab-on-grade F-Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 9 -Opaque door U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1.A door is defined as opaque if less than 50%of the door area has glazing. Note 10-Fenestration assembly U-Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. Note 11-Refrigerated Coolers-Target U-factors for cooler roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target F-factors for slab-on-grade floors are per C402. Target U-factors for floors that separate a cooler from a non-cooler space(unconditioned and conditioned)are per C402. Target U-factors for vertical fenestration(not within cooler doors)are per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach-in display case doors shall comply with C410 prescriptive requirements. Note 12-Refrigerated Freezers-Target U-factors for freezer roof, wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target U-factor for insulated freezer floors is per C410. Insulation is required under the entire freezer floor. Enter proposed information in the Freezer Floor section. If the freezer floor assembly rests on top of a standard floor, the vertical edge of the freezer floor shall be entered as a section of freezer wall. If freezer floor insulation is installed as integral to or applied underneath a slab-on-grade or exposed floor,this floor area shall be thermally broken from the surrounding floor. Enter proposed thermal break information in the Freezer Floor section and note it as In-Floor Thermal Break. Enter only the opaque portion of freezer doors. Windows within doors and reach-in display case doors shall comply with C410 prescriptive requirements. Note 13-Stand alone projects-Enter total existing-to-remain sf areas for net above grade walls(including opaque doors), net roof, vertical fenestration and skylights in section provided at top of ENV-UA form. Enter UA information for new envelope assemblies in Building Components section. Note 14-Addition+Existing,Alteration+Existing,Addition+Alteration+Existing projects-Enter sf areas and estimated U-factors for all existing-to- remain envelope assemblies in Building Components section. Identify these assemblies as EXISTING in U-factor Source&Table#column. Enter UA information for new addition and altered envelope assemblies in Building Components section.Existing and new information will autofill into the Vertical Fenestration and Skylight Area Calculation section of ENV-SUM as all NEW. Does not affect calculation results. � r SAFEbuilt@) 1621 1141h Avenue SE, Suite 219 • Bellevue, WA 98004 - www.SAFEbuilt.com SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional in responsible charge acting as the owner's agent shall employ one or more WABO Certified Special Inspectors to provide inspections during construction. Applicant's Errol Ramirez, Project Name Manager- NELSON Phone (206) 408-8633 E-Mail eramirez@nelsonww.com Primary Errol Ramirez, Project phone 206 408-8633 E-Mail eramirez@nelsonww.com Contact Manager- NELSON ( ) Project Tax ID Name Gateway Building B Number Project Construction of a new tilt-up concrete 24' Site 20015 67th Avenue NE Description clear, semi-conditioned shell building Address Before a permit can be issued: The owner, Architect or Engineer of Record acting as the owner's agent, shall complete (2) copies of this agreement, including the required acknowledgements, and attach structural tests and inspection schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of Special Inspectors: Special Inspectors shall be approved by the Building Official prior to performing duties. Received MAY 21 2019 TLJ 25SO SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE: 1. DUTIES AND RESPONSIBILITES OF SPECIAL INSPECTOR a. Observe Work: The Special Inspector shall observe the work for conformance with SAFEbuilt approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC,the Architect/Engineer-reviewed shop drawings and/or placing drawings may be used only as an aid to inspection. b. Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify SAFEbuilt by telephone 425-888-7643 or in person, and notify the project Architect or Engineer. c. furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections TO REMAIN AT THE JOB SITE WITH THE CONTRACTOR for review by the Building Official. d. Furnish Weekly Reports:The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to SAFEbuilt, project Architect/Engineer, and others designated. These reports must include the following: • Description of daily inspections and test made, with applicable locations. • Listing of all non-conforming items. • Report on how non-conforming items were resolved or unresolved, as applicable. • Itemize all changes authorized by the Architect/Engineer of Record and Building Official if not included in non-conformance items. e. Furnish Final Report: The Special Inspector of inspection agency shall submit a final signed report to SAFEbuilt stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when continuous was required, etc.) shall be specifically itemized in this report. 2. CONTRACTOR RESPONSIBILITIES a. Notify the Special Inspector:The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the SAFEbuilt approved plan as specified by the Architect and/or Engineer of Record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by SAFEbuilt upon request. 3. BUILDING OFFICIAL RESPONSIBLITIES a. Approve Special Inspector: SAFEbuilt shall approve all Special Inspectors and inspection requirements. b. Monitor Special Inspection: Work requiring special inspection and the performance of special inspectors shall be monitored by the Building Official.' His/her approval must be obtained prior to placement of concrete or similar activities in addition to that of the special inspector. c. Issue Certificate of Occupancy: The Building Official may issue a Certificate of Occupancy after all special inspection reports and the final report have been submitted and accepted. 4. OWNER RESPONSIBILITIES a. funding:The project owner, Architect or Engineer of Record acting as the owner's agent shall fund the special inspection services. S. ARCHITECT OR ENGINEER OF RECORD RESPONSIBLITIES a. Drowings: The Architect or Engineer of Record shall include special inspection requirements on the design drawings and specifications. b. Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction and testing of backfill and/or road beds as recommended by the geo-tech engineer and structural welding as work progresses. SPtCIAL INSPECTION AND STD CTURAL OBSERVATION ITEMS R �UIRED BY CHAPTER 17 OF THE 2015 INTERNATIONAL BUILDING CODE Indicate items requiring special inspection, structural testing or structural observations by checking the appropriate box: STRUCTURAL STEEL (IBC 1705.2.1 & IBC 1705.12.1) STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC=52. CONCRETE CONSTRUCTION (IBC 1705.3) MASONRY CONSTRUCTION (IBC 1705.4) WOOD CONSTRUCTION (IBC 1705.5, .__ _. __.__._ & IBC 1705.12.2) SOILS CONSTRUCTION (IBC 1705.6) C DRIVEN DEEP FOUNDATIONS (IBC 1705.7) CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) HELICAL PILE FOUNDATIONS (IBC 1705.9) SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) MASTIC & INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) F_ FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category 111 or IV per IBC Table 1604.5. SMOKE CONTROL (IBC 1705.18) ARCHITECTURAL COMPONENTS (IBC 1705.12.5) PLUMBING, MECHANICAL& ELECTRIAL COMPONENTS (IBC 1705.12.6) Only required for buildings located within Seismic Design Category D, E or F. F SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) F SPECIAL CASES (IBC 1705.1.1) Material alternatives or unusual design applications. F_ MISCELLANEOUS AREAS— These inspections may be recommended by the Architect/Engineer or Record and are to be approved by SAFEbuilt. ACKNOWLEDGEMENTS I have read and agree to comply with the Terms and Conditions of this Agreement. Owner Print Name DANIEL B. TAYLOR, OWNERSHIP REPRESENTATIVE Owner Signature -A�c�'� - S• �.�9G�.L D� Date MAY 17, 2019 Contractor Print Name TBD Contractor Signature Date F Submit written Statement of Responsibility in accordance with IBC Section 1704.4. Special Inspector Print TBD Name Special Inspector Signature Date F Submit WABO Certification for special inspection agency and inspectors, (or) F Submit special inspection agency documentation for Building Official approval. Name of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector Name Scope of Work Inspector Name Scope of Work Inspector Name Scope of Work Inspector Name I Scope of Work Architect/Engineer of /�S Record Print Name Lv , Architect/Engineer of Record SignatureW Date Structural Observer Andy Pflueger, PE, SE - AHBL Inc. Print Name Structural Observer Signature Date 04/24/19 `00 Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. Structural Observations required in accordance with IBC Section 1704.5. Accepted on Behalf of the Building Department. SAFEbuilt Print Name SAFEbuilt Signature Date SAFEbuilt@) 1621 1141h Avenue SE,Suite 219 • Bellevue,WA 98004 • www.SAFEbuilt.com DEFERRED SUBMITTAL AGREEMENT The undersigned has been issued a permit for construction prior to final approval of the following.The following items shall be considered deferred submittals and shall be submitted,AND approved prior to installation. Applicant's Name Errol Ramirez, Project Manager- NELSON Phone (206) 408-8633 E-Mail eramirez@nelsonww.com Primary Contact Errol Ramirez, Project Manager- NELSON Phone (206) 408-8633 E-Mail eramirez@nelsonww.com Project Name Gateway Building B Permit Number Project Construction of a new tilt-up concrete 24' Description clear, semi-conditioned shell building Tax ID Number Site Address 20015 67th Avenue NE Contractor Received MAY 21 2019 ;33t_D 258D � � �. 4 !r ♦' Deferred Item Pre-Engineer( /teel Joists and Joist Girders Date Deferred Item Date Deferred Item Date Deferred Item Date Deferred Item Date Deferred Item Date I hereby assume all risk, financially and otherwise, for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that approval for the above deferred submittal(s) may take up to ten working days (or longer if there are problems with the submittal) from the date of submission. I understand that certain inspections will NOT be performed until the submissions are accepted. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittal must be submitted to the design professional in responsible charge of the above project for written approval prior to submittal so SAFEbuilt. Architect/Engineer of Record Printed T$D Name Architect/Engineer of Record Signature r Date Owner Printed Name DANIEL B. TAYLOR, OWNERSHIP REPRESENTATIVE Owner Signature Date MAY 17, 2019 � ,�, i r ACCEPTED ON BEHALF OF THE BUILDING DEPARTMENT SAFEbuilt Printed I Name -- � - SAFEbuilt Signature Date tl y () COMMERCIAL APPLICATION PERMIT SUBMITTAL N O Department of Community & Economic Development p City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Gayteway Business Park-Building B Valuation: $2,866,050.00 345'i SE) Project Address: 20015 67th Ave NE,ArlinQton WA Parcel ID#: 31051400200700 Legal Description Section 14 Township 31 Range 05 Quarter NW-See civil for full descrlptior Owner, Daniel B.Taylor(Owner Representative) Phone Number: (2061465-92491 Address: 1639 Harbor Ave SW City: Seattle State: WA Zip Code: 98126 Engineer: Andy Pflueger Phone Number: (253)383-2422 Cell Phone: (253)383-2422 E-mail: apflueQer(@ahbl.com Address: 2215 North 30th Street,Suite 300 City: Tacoma __. State: WA Zip Code: 98403 General Contractor: TBD Phone Number: Cell Phone: E-mail: Address: City: _State Zip Code: Contractor's 'License Number: Expiration: Contact Person: Errol Ramirez Phone Number: (206)408-8633 Cell Phone: 2L06)408.8633 E-mail: erroldtcraftarchitects.com Address: 1200 5th Ave,Suite 1300 City: Seattle _ ___State: WA Zip Code: 98101 Proposed Scope of Work: Construction of a new tilt-up concrete 24'clear,semi-conditioned shell building. REV 2015 Page 6 of 9 i �� i �� I 1 �, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 Project Name/Tenant Gayteway Business Park-Building C/Tenant TBD Site Address_ 20015 67th Ave NE,Arlington WA Bldg/Unit/Suite IBC Construction Type _IIIB,fully snrinklered IBC Occupancy Type F-1 Description of Use For lactorvlindustrial use.tenant TBD. Building Square Footage 66,625 SF Number of Stories 1 Square Footage Per Floor 66,625 SF Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc ) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents (>200sq ft)or canopies(>400 sq ft) Provide details on any of the above chegt@LJ I Qn Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 or 9 G� Y Off, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave N E • Arlington, WA 98223 • Phone (360)403-3551 Name of Project: _Gayteway Business Park-Building C Project Address: 20015 67th Ave NE,Arlington,WA Special Inspection Firm: TBD Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( 1 Reinforced Concrete ( ) Bolting in Concrete ( 1 Pre-stressed Concrete ( ) Shotcrete ( I Structural Masonry ( I Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( 1 Other Specify: M All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site Itemizing the inspections performed,for the review of all parties. Any nonconforming items shall be brought to the immediate attention of the contractor for resolution A weekly shall be submitted to the City:detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall he submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports on site, for review. REV 2015 Page 8 of 9 ti. •. y �_� I� �. COMMERCIAL APPLICATION '•�� o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE Arlington, WA 98223 • Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans, The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed, Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special Inspector.In such case a new special inspector and/or firm would need to be proposed for approval,A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner. �.A/y�U�. %cQ ,��, Ownership Representative Date:05/31/19 I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature EF-(LV1, o s �� ►� Print Applicants Name Date FOR STAFF USE ONLY Permit 4 Accepted l3v Amount Received Receipt# Date Received REV 2015 Page 9 of 9 JOB SITE 20015 67TH AVE NE SIGNS PLUS PARCEL#'S 31051400200700 766 Marine Drive Bellingham,WA 98225 Phone 300.671.7165 4., signsplusnw.com SITE MAP LAST SCREEN 11 Gaytewav BusinessPark WALL SECTION 0 250 500 ft j TO BE MOVE 04/30/2020 BACK TO 0 0 PARKING CURB TRUCK 41 Ft., Ken Dennis 2 FOR VISIBILITY 3 BUILDING "B" COURT ;w quff", tap In U 21 IL 2� 21 24 21 Dfortvrrnv Scatv., as noted .......... I C.-I 13U�G 0 06/02/2020 2 SI Lr 5'VISIE ITY U__ U Sales Final f"C"10,00" • ...... ......... D'.."Is r❑I Drawing 0 Di v,nc_ 25'VISIP111 ITY 9ign now BUILDING "C' ..... ..... Cj 30t.0 LU Site map . . . TRUCK 13,A Art, Cr 62'-W 0 92020 Signs I'llotio, IN, is the COURT properry of StgPlus and is protected kinder tat,and federal copyright I,—, Any use of this artwork other than direct brisir-P5, ,,,rh Sign, 4 PlusIhout written.permission shall C005tit0le YOU1 10 pL.11haSI' rills 11011.111, and the design proposed per 15 Copyright Law:Tit1c, ITr)Z(hapt,,,5 VICIMT Y. MAP--. ru FIRST SCREEN E WALL SECTION .0 > ©Underwriters ot TO BE MOVED 'u, BACK TO Laboratories Inca. r. PARKING CURB FOR VISIBILITY V CITY OF ARLINGTON U U ___[j 11 Arrow-, BUILDING DEPARTMENT INTERNATIONAL SIGN ASSOCIATION W., Slur GAYTEWAY BUSINESS PARK 25VISIE LITY 9 L r) APPROVED C_ 20015 67TH AVE. NE' 0 NORTHWESTSIGN COUNCIL ARLINGTON,WA 98223 11 DATE Zfz�Qey kz;;r 0 A 0 25�'VISIBIL�ITY .................................... NO CHANGES AUTHORIZED ti 19 UNLESS APPROVED BY THE BUILDI NG B4*Ch.rW�g;;:.Q I I q Received 1 It 1138F.bdar-9 En,11. 9 SITE PLAN SCALE I`=120' 9 9 J U N 0 8 2020 ICECOPY IHIS DRAVVING DOES NO-1-CONST'JU.IE PRODUCTION READYAPTV,()kK,ANE11,TC,BE I-SEL EXCLUSIVE1 Y FOR PRDOFIN(�AND REVIE'A'PURPOSES ON:Y ILLUMINATED MONUMENT SIGN SIGNS PLUS 766 Marine Drive Bellingham,WA 98275 Phone 360.671.7165 9 4- 11-8" slgnsplusnw.corn 8'-ON 1'-0„ -Qt 101I :r Gayleway Business Park Dme 03(2412020 SIGN GRAPHICS AREA 75112"X 16"=8.4 SQ.FT. 1C.C4 MaltiNaet Ken Dennis tap 2 •:•:uLa Stale t/2.=t. uQ GAYTE A �•> vonr Emier 06r0212020 BUSINESS 3 PARK 4 [:]"I" ? :]"I"awi Or— ' ❑Prxlurtine 5 GrngL) v w Draing - Chmt CD Q Appoval r in t0 MAIN ENTRANCE MOSCOW— WY NCOCl Mgr. -- Approval ."- 20015 • 7TH AVE NE I Stc< of 2 :12020 Signs Plus I This artwork Is the property of Signs PIL15 and Is nroterted under SIDE VIEW O ware and Federal copyright laws.Any use of this c artwork other char direct ousiness wrth Signs N Plus"'ohoui wnnen permission shall ro wl E your agreement to nurclta5 this art,,orl, and the design P —ed Pe'LIS(opyrigh,Lav, title 0 1 7:1)2 Chapter 5 SIGN #1 SIGN COLORS MONUMENT SIGN MAIN ENTRANCE MONUMENT Underwriters SIGN AREA------- 8.40 SO. FT. v Laboratories Inca IS SIGN STRUCT ------ 54 SQ. FT. DESCRIPTION: FABRICATE AND INSTALL ONE(1)SIS CENTER IDENTIFICATION WHITE ACRYLIC E LUMENS --------- 185 PER SQ. FT MONUMENT SIGN WI LED ILLUMINATED CENTER ID PANELS AND NON-ILLUMINATED III 161 "MAIN ENTRANCE"AND ADDRESS PANELS,BRICK BASE TO MATCH CENTER AND o • ' COLUMN WRAPS. ■ MP GREY N IN/TF�RN710NAL SIGN ASSOCIATION TO MATCH BUILDING ITEM NO. ITEM DESCRIPTION — NORTHWESTSIGN COUNCIL 1 BASE PANEL W/BLURIGREY BRICK TO LT.GREY = TO MATCH BUILDING cc 2 ILLUMINATED SIGN PANEL W/LED MODULES — 3 1/2"WHITE ACRYLIC PUSH-THRU LETTERS MP DK.GREY � 4 COLUMN WRAPS TO MATCH BUILDING v 5 ALUMINUM SO.TUBE COLUMN ACCENT BARS 6 NON-ILLUMINATED MAIN ENTRANCE&ADDRESS PANELS BRICK B EY o L SIMULATION OF ILLUMINATED SIGN a 1HIS DRAVdING DOES NOT COIJSIIT ATE PRODhC7ION READYAR'N;ORK kND IS'C)BE USED EXCLUSIVELY FOR PROOFING AND REVIEIh PURPOSES OM ,� ® ILLUMINATED MONUMENT SIGN #2 SIGNS PLUS 766 Marine Drive Bellingham.WA 9822.5 Phone 360.671.7165 slgnsplusnw.com 101, L Ilenl Gnyteway Bii,,muss Psik Dow 03r24r2020 SIGN GRAPHICS AREA 75112"X 16"=8.4 SQ.FT. ,µ-t i Mdnagnl Ken Dennis QDes"mlh-t tap C tw4etl l+y 2 ,,c SfAw 1!2'=1- pp GAYTEWAY ;!,v, DHtr. OW30!2020 4 �sares o �FiDrnaa, ng�Prodn.N�n 5 �aw•�ng .v n.a..ng Cllerlt r 91 4 Approval oENTRANCEPt*(-t A*. Approved 20015 67TH AVE NE 2of2 L G ,Z020 Sig. Plus I This ,,t—k is the - SIDE VIEW o to Lan of signs Plus and protected f Under � state and federal copyright las+�s Any use of this C ar nvorl. whet than dire t busmcss with Signs Ui Plus wilhotn anttcn permission shall constrture E you! agreement ,c purchase this arnPorl4 and Cthe design pror--d pes US Copynght La,a Title C 17/02 Chapter 5. E SIGN #2 SIGN COLORS MONUMENT SIGN NORTH ENTRANCE MONUMENT Und rams esLab Inc.M. SIGN AREA------- 8.40 SO. FT. WHITE ACRYLIC SIGN STRUCT ------ 54 SO. FT. DESCRIPTION: FABRICATE AND INSTALL ONE(1)S/S CENTER IDENTIFICATION E ILI LUMENS--------- 185 PER SO. FT. MONUMENT SIGN Wl LED ILLUMINATED CENTER ID PANELS AND NON-ILLUMINATED C_ 'MAIN ENTRANCE"AND ADDRESS PANELS.BRICK BASE TO MATCH CENTER AND N ` COLUMN WRAPS. ■ MP GREY C INTERNATIONAL SIGN ASSOCIATION TO MATCH BUILDING ITEM NO- ITEM DESCRIPTION NORTHWESTSIGN COUNCIL MP LT.GREY = 1 BASE PANEL W/BLUR/GREY BRICK TO MATCH BUILDING n 2 ILLUMINATED SIGN PANEL W1 LED MODULES ti 3 112"WHITE ACRYLIC PUSH-THRU LETTERS w - MP DK.GREY T 4 COLUMN WRAPS TO MATCH BUILDING 5 ALUMINUM SQ.TUBE COLUMN ACCENT BARSAL - 6 NON-ILLUMINATED MAIN ENTRANCE&ADDRESS PANELS BR ICKICK B EY o SIMULATION OF c ILLUMINATED SIGN ° v THIS vRAVflNr DOES NOT CONSTITUTE PRODUCTION READY ARTWORK AND IS;0 BE USED.EX•lUSIVELY POR PROOFING AND REVIEW PURPOSES ONLY LL T DEEP CAISSON FOOTINGS 5"DEEP SIGN CABINETS DECORATIVE_ —I END END COLUMNS PLAN VIEW SIGNS PLUS �� W/1"SQ.TUBE — SCALE: 1/2"=1' ALUMINUM FRAME L11 --- --- - 766 Marine Drive Bellingham,WA 98225 Phone 360.671.7165 2°X 2"X.187"STEEL BRICK VENEER slgnsplusmvcom ANGLEFRAME 9'-4" 1'-8" Client: Gayleway Business Park 8'-O" 11-0e Date: 04130/2020 7'-0" 1�" Project Manager: Ken Dennis Designer: lap SIGN STRUCTURE AREA 108"X 72"-54 SQ.FT. Checked by: (3)5"X 1/2"THRU BOLTS TO STEEL POLES Drawing Scale: as noted Revision Date: 06/02/2020 ELECTRICAL TOP CABINET DISCONNECT LED ILLUMINATED SWITCH W11l2"PUSH-THRU Sales ICI anal ❑Production 71 EDGE-LIT PLEX LETTERS ClientDrawing u Drawing Drawing - � Client Sign DECORATIVE = Approval Date END COLUMNS l W/1"SQ.TUBE ttgect Mgr. sign o /lpprovnl Date ALUMINUM FRAMES LO (D MIDDLE&BOTTOM CABINETS NOWILL.UMINATED W/112'PLEX LETTERS I FLUSH MOUNTED 02020 SlVw Plus I This artwork is the property of Signs Plus and is protected under state and federal copyr4gh[Wws.Any use vt this artwork other than direct business with Signs y Plus without written permission shall constitute SIDE VIEW your agreement to purchase this artwork,and the design proposed per US Copyright Law ntle N 17192 Chapter 5 4"X 4'X.188"HSS SQ.TUBE 12'-6" E O Underwriters s � � Laboratories Inca C FRONT ELEVATION SIDE VIEW E SCALE: 1/2'=1' SCALE: 1/2"=1' C INt[mm=mAL SIGN AssoQAnoN NORTHWESTSIGN COUNCIL Ub 24°DIA.X T DEEP CONCRETE 2 CAISSON FOOTINGS m A rC N V N ar W 2 C C L It j r. CAISSON FOOTING CHART REQUIRED FOOTING SIZE FOR AREA AND HEIGHT OF SIGN 45 28 L714] 25 30 40 F7] - ---- ------ 7.6 32 E 35 19 LL. z Lid S2 —- 0 30 10 21 22 Lu 23 0 8 7 20 10 [2] 5 -A- N. 0 l 2 30 Ad' 70 80 90 100 110 120 130 140 150 160 170 180 190 210 220 230 240 250 260 270 280 290 300 o / 0 'so 5 P6 A x B,AREA OF SIGN(SQUARE FEET) 12/07/20V K. so 0 'WAk SHMT "O-WA 04-1 lz DA'M SCHNEIDER .,� 12/07/2W STRUCTURAL ENGINEERS NWSC-WASHINGTON P.NSIONS �—T—^Tlo—al�,�WkALJNN-- mw-�,I T—.�1�m I—�— 0 S9295 SIGN STANDARDS FOR 2015 EDITION OF TFIE WASHNGTON STATE BUILDING CODE mcommom AL TAL COLUMN FINISHED CASSOH EMNGS GRADE NOTES 1O 1'-6" DIA. x 4'-0" DEEP 16 3'-0" DIA. x 10'--0" DEEP w,i'• 1. POLES AND FOOTINGS ARE DESIGNED FOR SINGLE AND DOUBLE FACED SIGNS. J 2. ALL INTERSECTION POINTS ON THE CHARTS MUST USE THE LINE ABOVE AND TO WE ?O 2'-0" DIA. x 4'-0" DEEP 17 3'-6" DIA. x 10'--0" DEEP RIGHT UNLESS THE POINT FALLS ON A LINE. ,' '�.•�' -FTG, 3. SEE SHEET NWSC-WASHINGTON 04-0 FOR SPECIFICATIONS AND DESIGN CRITERIA. t�3 1 -6' DIA. x 5'-0' DEEP 18 3'-D" DIA. x 11'-0' DEEP .) ® 2'-0" DIA. x 5'-0" DEEP O 3'-6" DIA. x 11'-0" DEEP d tl5 1'-6" DIA, x 6'-•0" DEEP 20 4'---0" DIA. x i 1'-•-O" DEEP 7 ® 2'-0" D.A. x 6'-0" DEEP 2 i 3'-0" DIA, x 12'--0" DEEP , Al 6" D;A. x 7'-0" DEEP 22 3'-6" DIA. x 12'-0" DEEP d . 8 '-0" DIA. x 7'-0" DEEP 23 4'-0" DIA. x 12'-0" DEEP 9 2'-6" DIA. x 7'-0" DEEP 24 3'-6" DIA. x 13'-0" DEEP Max. b EXAMPLE GIVEN: SIGN DIMENSIONS OF = 10'-0", S 14'-611, AND H = 36'-0" 10 2'-0" DIA. x 8'-0" DEEP 25 4'-0" DIA. x 13'-0" DEEP. (HEIGHT TO CENIEIR OF SIGN). 11 2'-6" DIA. x 8'-0" DEEP 26 4'-6" DIA. x 13'-0" DEEP 12 3'-Q" DIA. x 8'-Q" DEEP 27 4'-0" DIA. x 14'-0" DEEP CAISSON FOOT,'NG CHART: FIND A x B = 145 S.F. AND DRAW A VERTICAL LINE UP TO INTERSECT A HORIZONTAL LINE DRAWN FROM H = 36'. 13 2'-6" DA. x 9'--0" DEEP 28 4'-6" DIA. x 14'-0" DEEP USE THE LINE ABOVE AND TO THE RIGHT OF THE INTERSECTION MINI AND PICK 14 S-0" DiA. x 9'-0" DEEP 29 5'-0" DIA. x 14'-0" DEEP OUT A CAISSON. GO TO CAISSON FOOTINGS LIST FOR(a) CAISSONS AND SEE THAT THIS 1_ A 3'- 6"x13'- 0" JEEP CAISSON. 15 2'-6" DiA. x 10'-•0" DEEP 30 4'-6" DIA, x 15'-0" DEEP � 4 31 5'-0" DIA. x 15'-0" DEEP 32 5'-6" DIA. x 15'-0" DEEP 33 6'-0" DIA. x 15'-0" DEEP S "e W07/2017 ox�vsC`�I.�.t SHM tiw d rDATE W %-WA04-4 SCHNEIDER `V 12/07/enSTRUCTURAL ENGINEERS NWSC WASHINGTON 4�~ SIGN STANDARDS FOR 2015 EDMON OF THE WASHNGTON STATE BUILDING CODE �"� �oors �� n .off�'�T(J89286 c SECTION MUDuw,5-..GRQIJps B THE FOLLOWING ARE THE MOST COMMONLY USED MEMBERS, GROUPED ACCORDING TO THEIR SECTION MODULUS LINE ON THE CHART. SYMBOLS; Zx = SECTION MODULUS; HSS = STRUCTURAL TUBE; A - - - -----_ DIA. STD. = STANDARD PIPE SECTION I Zx = 1.0 Zx = 2.0 Zx n3O 2" DIA. STD. 2 1/2" DIA, STD. 3" DIA. STD. 3 1 STD. _ HSS 2" x 2" x 3/16' HSS 2 1/2" x 2 1/2" x 3/16" HSS 3" x 3" x 3/16" HSS 3 1/2" x 3 1/2" x 3/16" USE 4X4X3/16 TWO POLES MAY BE USED - FOR A SINGLE SIGN. IF THIS I IS THE CASE, USE HALF OF Zx = 4 Zx = 6 Zx 10 Zx = 20 H ! � THE TOTAL SIGN AREA WHEN 4" DIA. STD. 5" DIA. STD. 6" DIA. STD. $' DIA. STD. USING THE CHARTS. HSS 4" x 4" x 3/16" HSS 4" x 4" x 5/16" HSS 5" x 5" x 5/16" HSS 6" x 6" x 1/2" HSS 5" x 5" x 3/16" HSS 6" x 6" x 3/16" HSS 7" x 7" x 5/ 6" d i Zx = 37 Zx = 53 Zx = 69 I_ Zx = 91 10" DIA, STD. 12" DIA. STD. 14" DIA. STD. A 16" DIA. STD. b HSS 8" x 8" x 3/$" HSS 12" x 12" x 1/4" HSS 12" x 12" x 5/16" HSS 14" x 14" x 5/16" '`- HSS 10" X V X 1/4" R i � Zx = 116 Zx = 144 Zx = 175 Zx = 209 18" DIA. STD, 20" DIA. STD. 22" DIA. STD. 24" DIA. STD. Q(AMPL HSS 14" x 14" x 3/8" HSS 14" x 14" x 1/2" HSS 14" x 14" x 5/8" HSS 16" x 16" x 1/2" HSS 16" x 16" x 5/16" HSS /6" x 16" x 3/8" HSS 16" x 16" x 1/2" GIVEN: A = 10'-0", B = 14'-6", H = 36'-0" (HEIGHT TO CENTER OF SIGN). 5E ON MODULUS CHART: FIND A x B = 145 S.F. AND DRAW A VERTICAL LINE UP TO INTERSECT A HORIZONTAL LINE DRAWN FROM H = 36'. Sx = 246 Sx = 286 _ Sx = 324 26" DIA. STD. 2S" DIA. STD. 30 DIA. STD. THIS INTERSECTION POINT' FA�LS BLOW Zx = 91. USE THE LINE ABOVE AND TO H55 16" x 16" x 5/6" THE RIGHT OF THE INTERSECTION POINT. THEREFORE USE Zx = 91. GO TO SECTION MODULUS LIST FOR Zx = 91 AND PICK A POLE SIZE OF 16" DIA. STD. PIPE OR 14' x 14" x 5/16" STRUCTURAL TUBE. I e IV07120V ji. S,�C,� 0 � w � 6'"A0"DATE SCHNE{DER STRUCTURAL ENGINEERS NWSC-WASHINGTON FlR OEOI VON TOSTRU TUV ILMr� vAT10N �� SIGN STANDARDS FOR 2015 EDITION OF THE WASHINGTON STATE BUILDING CODE 1� 18 �A2g$,�G�} v o�v «t �,1 , �' AL i9S'tpNAL� � m � �%ilw�sA1°i�rite cica+ ro+wrsncoa�ti -- NN 1A AN115W 1A Of SEC 'E T11N R5F W V Clh QF AkINGT�N P46K)NuN;30T� '!IA z S7 !A Z nUILF ARLINGTON ING DEPARTMENT PPROVED DATE44Z=_13y__A I NO CHANGES AUTHORIZED UNLESS APPFk(WED BY THE BUILDING INSPECTOR "'FF . I i` C E COPY "• Lj r M Received 'Kuea Io•rir JUN 1 . 2020 t.w•YEAIOax— 2 _ .00avor�caala• MONUMENT SON NEW STREET S NEW PEDESTRAAN � NEW STREET Y ;GHT ON Ex POLE > iGHT ISTA 56+751 NEW STREET LIGHT ON EX POLE NEW DRNEWA ! ,ni a•[•;rx ! LIG►e'ON EX PER DTL YC1 4 REMOVE EX fBULDM►G C SETI TREE MP} r 10 ME>� }) REMOVE 67TH AVENUE NE PX 0. 6CRE£N WALL{TY?i r. � 1 � I ti �• � � � •� � ' � � W CT7 g ,�. �I �;{ v i - - - �� Z Z_ 1 i r ' - L_I 1- r I I �+.t 4 m I 1 I II RELOCATE EX ",ntL.ar"-�*F 5 RELOCATE Ex HEY+PEDESTRIAN BOLLARDS TO END E,rctit w abaft•r US BaLARDS TO END NE)%PEDESTRIAN NEW STREET LIGHT REMOVE EX METER A LIGHT NEW STREET LIGHT REMOVE EX METER A OF EACH DRIVEWAY �Las� %A OF EACH ORNEIYA LIGHT PER PLAN BY (LATE VALVE PATCH SHIFT SCREEN WALL TO rTyp1 y�ltar7"/�yQurnK I'YPI PATCH EX ASPHALT yty TRAP AN Y EX ASPHALT TRAIL WK OF CURS DUE TO EX ASP"7 TRAIL TO NEW F HYDRANT TRAIL MULi WDTHI rFUi:WIDTH, 311iEET LIGHT LOCATION � S SHIFT SCREEN WAi;TO BE SAWCUT A PATCHED PATCH EX ASPHAL! � lA5 BACK OF CURB TO ALLOW IN AREAS OF TRAl Ir,AL WIDTH i BUILDING'B' : FOR SIGN VISSIM DETERIORATION{AS --------- IUN B 1� NEE'tj4L BREAK N SCREEN WALL RVI AVE TOFFfSIaI CFTERMEOBrcITv;> BUILDING 'C' �Z :-:f!1`_,I�..�i:T1;lN pRh Algf; A:%oROV++L RENfSIO+NS Sw*T No C 1 .2 Project • • 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: Gayteway Business Park-Building B Date 5/1/2019 PROJ-SUM form Project Street Address: 20015 67th Ave.NE For Building Department Use shall be provided as Project City,County,Zip: Arlington,WA a cover sheet for all compliance form Project Owner or Rep: Nelson(Formerly Craft Architects) submittals.Project Title shall match Jurisdiction: Arlington project plans title block. Project Description New Construction and Additions Select all that apply to the ❑� New Building ❑ Building Addition scope of project. Select Addition+Existing Existing Building Retrofit or Alteration+Existing if the existing building will be ❑Alteration ❑Change of Occupancy ❑Change in Space Conditioning combined with the addition or alteration to demonstrate compliance per Section ❑ Historic Building C502.1 or C503.1. Building Elements Scope-Select all that apply ❑All Building Envelope ❑Mechanical Systems ❑ Service Hot Water Systems ❑ Lighting Systems ❑ Electrical Systems All Commercial O Group R-R2,R3,&R4 O Mixed Use over 3 stories and all R1 Occupancy Type Mixed Use-Building is greater than three stories above grade and it has both Commercial and Group h 3r Yh R occupancies. Mixed Occupancy-Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies. Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Select all that apply to the scope of project ❑ Fully Conditioned ❑✓ Semi-heated2 ❑ Refrigerated Spaces (Warehouse and/or Walk-in') Space Conditioning ❑ Low Energy Space Category' Categories Eligible Low Energy Spaces ❑ Unconditioned ❑ Low energy heating/cooling capacity ❑Wireless service ❑ Greenhouse4 ❑ Equipment building equipment shelter Floors Above Floor Area and Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area Stories 1 N/A N/A O Compliance Method 1 -General C Compliance Method 2-Total Building Performance Compliance Method 1-Projects shall demonstrate compliance with all applicable mandatory and prescriptive requirements of this code. Refer to C401.2,Item 1 for more information. Compliance forms to General Compliance include with a Prescriptive submittal:All applicable ENV,LTG,and MECH. Path Compliance Method 2-Projects complying via total building performance(TBP)shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code.Refer to Section C401.2,Item 2 for more information. Compliance forms to include with a TBP submittal:PROJ-SUM, ENV-CHK,LTG-EXT, LTG-CHK,and all MECH forms except MECH-ECONO and MECH-VENT(pending). Note 1-Refrigerated Spaces-They shall comply with the envelope and refrigeration equipment requirements in Section C410. Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2-Semi-heated Spaces-If heated with equipment other than electric resistance may take an exemption for wall insulation.All other envelope assemblies shall comply with the thermal envelope provisions. Note 3-Exemptions For Low Energy Spaces-Low Energy spaces are exempt from all provisions in WSEC Section C402 Building Envelope, however all other applicable provisions in the Code do apply including lighting,mechanical,service water heating,etc. Note 4-Eligible Space Conditioning For Low Energy Greenhouses-Greenhouses are defined as spaces that maintain a specialized sunlit environment that is used exclusively for cultivation,protection and maintenance of plants. Cooling with outside air and/or evaporative cooling,and any form of heating equipment,are allowed under the Low Energy Greenhouse category. Greenhouses with cooling equipment that requires a condensing unit are NOT eligible. Project • • 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info I Project Title: Gayteway Business Park-Building B Date 5/1/2019 C406 Additional Building level efficiency options: Current Scope Previous Projects Efficiency Package C406.8 Enhanced envelope performance ❑ ❑ Options Summary C406.9 Reduced air infiltration ❑ ❑ A minimum of two Options are C406.5 On-site renewable energy ❑ ❑ required for new construction, and change in space Building area level efficiency options conditioning or occupancy projects. C406.2 More efficient HVAC equipment ❑ ❑ Select all Options included in the current project scope. C406.6 Dedicated outside air systems(DOAS) ❑ ❑ Also select Options complied with under previous projects C406.7 Reduced energy use in service water heating ❑ ❑ (shell and core,other tenant spaces in building,etc) C406.3 Reduced lighting power ❑ ❑ Buildings with multiple tenant spaces may comply with C406.4 Enhanced digital lighting controls ❑ ❑ different options(mix& match). C406 Comments: Options are required for all space conditioning categories. Include discipline specific information for C406 options in ENV-SUM, LTG-SUM and Refer to SBCC website for official interpretations regarding C406 provisions. Envelope 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Info Project Title: Gayteway Business Park-Building B Date 05/01/2019 Applicant Info. Company Name: Nelson(Formerly Craft Architects) For Building Department Use Provide contact Company Address: 1200 Fifth Ave,Suite 1300,Seattle,WA information for individual who can Applicant Name: Errol Ramirez respond to inquiries about information Applicant Phone: (206)408-8633 provided. Applicant Email: eramirez@nelsononline.com Project Description U New Building U Addition ❑ Alteration U No Envelope Scope Envelope Project Scope 0 All Commercial ❑ Group R-Commercial ❑ Mixed Use-Commercial+Group R Select all that apply. ❑� Semi-heated ❑ Refrigerated Cooler ❑ Refrigerated Freezer ❑ Equipment Building Envelope Description Provide brief description of the project and relevant supporting documentation. If project includes multiple Target Insulation Allowance areas,and/or is demonstrating compliance as an Addition+Existing, Alteration +Existing, or Addition+Alteration +Existing project, provide a brief summary of the approach to Air Barrier Testing ❑ Air barrier testing per Section C402.5.1.2 included in project scope Air barrier testing is required for all new construction projects. Testing criteria is 0.40 ❑ Additional Efficiency Package Option-C406.9 Reduced Air Infiltration Cfm/ft2 under test pressure of 0.3 inch w.g. To comply with C406.9, demonstrate that ❑ Testing not required. Explanation: measured air leakage of building envelope Compliance Documentation Scope and Method Scope of This Calculation ❑� New Building ❑ Addition ❑ Alteration ❑ No Envelope Scope Target Insulation Allowance O Fully Conditioned -Commercial, Group R, Mixed Use Sets the title and calculations in the compliance forms. Selection required Semi-heated O Refrigerated Cooler O Refrigerated Freezer to enable forms. If project includes more than one Target Insulation Allowance area, and/or if project includes addition and alteration areas complying independently, for each area complete an ENV-SUM form Rows 16-46 and either an ENV-PRESCRIPTIVE form,or ENV-UA +ENV-SHGC forms if demonstrating compliance via component performance. Envelope Compliance Path O Prescriptive Component Performance Selection required to enable forms. Component Performance ❑ Change of Occupancy(C503.2)/Conditioning (C505)- 10%higher UA allowed Calculation Adjustments ❑ Additional Efficiency Package Option-C406.8 Enhanced Envelope- 15%lower UA required Additions O Addition stand alone O Addition +Existing Addition stand alone-Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing-to-remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total addition envelope assembly areas as NEW. If resulting total building WWR exceeds 30%and/or SSR exceeds 5%, refer to C502.2.I and C502.2.2 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for addition stand alone projects. Addition+existing-Complete ENV-UA per instructions for addtion+existing projects. Alterations - ❑ Replacement windows only, or resulting ❑ Total building WWR increased by alteration Fenestration and Skylight total building WWR<_original WWR ❑ Replacement skylights only, or resulting ❑ Total building SRR increased by alteration total building SRR<_original SRR WWR and SRR not increased-Vertical Fenestration and Skylight Area Calculation not required. WWR and/or SRR increased-Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing-to-remain wall, roof, vertical fenestration and skylight areas as EXISTING. Enter total altered envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%, refer to C503.3.2 and C503.3.3 for prescriptive compliance alternatives. If complying via component performance, complete ENV-UA per instructions for alteration+existing projects. Envelope Summary, pg. 2 ENV-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Gayteway Business Park-Building B Date 05/01/2019 Vertical Fenestration and Total Vertical NET Exterior Fenestration Area Above Grade Total Skylight Area NET Exterior Roof Skylight Area Calculation (rough opening) Wall Area (rough opening) Area Prescriptive Path-Enter envelope sf values New 1,558 32,378 832 63,101 directly into this section of ENV-SUM for vertical fenestration, skylights, net walls and Existing 0 0 0 0 roof.For Additions and Alterations, refer to these sections in ENV-SUM for further instructions. Total 1,558 32,378 832 63,101 Component Performance-When this Envelope Compliance Path is selected, write- protection of this section is enabled. Enter Vertical u Skylight-to-Roof u RatioSRR envelope sf values for all assemblies into the Fenestration-to- 4.6/o 1.3/o ENV-UA form. Envelope information from Wall Ratio(WWR) (SRR) ENV-UA will auto-fill into this section of ENV- Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance SKYLIGHT AREA COMPLIES WITH MAXIMUM ALLOWANCE Vertical Fenestration 0 High performance fenestration U-factors and SHGC per C402.4.1.3 Alternates 0 Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone 0 In buildings>_3 stories,25%or more of NET floor area is in DLZ per C402.4.1.1 (DLZ)areas and ft2 on project plans. 0 In buildings<3 stories,50%or more of CONDITIONED floor area is within DLZ per C402.4.1.1 For Daylight Zone Area Calculations- Daylight Zone Calculations a)Sidelight areas include primary+ secondary daylight zone areas. Daylight Zone Fenestration Alternate Sidelight Daylight Toplight Daylight Percent Daylight b)Include overlapping toplight and sidelight I Not Selected. No Calculations Required Zone Area Zone Area Zone Area daylight zone areas under Toplight. c)Net floor area definition in Chapter 2. Spaces in Single Story List all enclosed spaces that exceed 2,500 ft2, have ceiling height greater than 15 ft, and are space Building Requiring Skylights types required to comply with this provision. Indicate aperture with 'AP"prefix(AP 1.1%) In these spaces a minimum of 50%of the Space Space Area(ft) DLZ Area(ft) SRR or Aperture Exception floor area shall be within a skylight daylight zone (DLZ). Refer to C402.4.2 for requirements. SRR=Skylight to roof ratio Envelope Exemptions Low Energy and Semi-heated Low energy spaces per C402.1.1 Item 1 are exempt from the thermal envelope provisions. Semi- heated spaces heated by systems other than electric resistance are exempt from wall insulation Spaces provision only per C402.1.1.1. Complete Low Energy and Semi-Heated Spaces table in MECH-SUM to verify eligibility based on installed peak heating and cooling capacity per sf. Equipment Buildings Wall Insulation Roof Insulation Overall Average R-Value R-Value U-Factor Equipment buildings are exempt from the Equipment Building Envelope thermal envelope provisions per C402.1.2. The following shall be met to be eligible: Electronic equipment power(watts/sf) building size<_500 sf,average wall/roof U- Heating system output capacity(Btu/hr) factor<_U-0.20, electronic equipment load>_ 7 watts/sf,heating system output capacity<_ Cooling capacity(Yes/No) 17,000 btu/h. Cooling system capacity not Component • • • 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, &R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Gayteway Business Park-Building B Date 05/01/2019 Target Insulation Allowance For Building Department Use Semi-heated Space Calculation Adjustments Semi-heated space-walls excluded from proposed and target total UA Fenestration Area as%gross above-grade wall area 4.6% Max.Target: 30.0% Skylight Area as%gross roof area 1.3% Max.Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV-SUM For Stand-alone Projects13,14 Vertical Fenestration Net Wall User Note Existing-to-remain Areas Skylights Net Roof Building Component Proposed UA Target UA Cavity+Cl Plan/Detail# U-factor Source&Table#` U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) Y R=40 Continuous insulation above roof deck 0.025 63101 1577.5 0.027 63101 1703.7 a R= Above Deck Insulation U-0.027 R= 0 R= 0.031 C0 R= Metal Building U-0.031 o R= ° L R= 0.027 N R= Joist/single rafter U-0.027 0 R= s R= 0.021 O d R= Single raft,attic,other U-0.021 Q R= R= NR NR m R= Steel/metal frame NR co R= a R= NR NR C0 R= Metal Building NR m R= 0 O R= NR NR Q o R= Wood Frame,other NR 0 co: 3: R= R= Warehouse tilt-up concrete wall 0.104 30695 NR NR 30695 NR s m R= Mass Wall NR Co 2 O R= a� R= NR NR c R= Mass Transfer Deck NR m � R= R= NR NR Q U) 0 m R= Group R Mass Wall ;NR (D R= N E R= NR NR m E R= Assumed to be Mass Wall NR 0 ° U � R= 11f R= NR NR 0 o R= Assumed to be Mass Wall NR m O R= N R= 0.031 m R= Mass Floor U-0.031 o R= ° - R=LL a) 0.029 E R= Joist/Framing U-0.029 12 Li R= Area UA Area UA Page 1 Subtotal 93796 1578 93796 1 1704 Component Performance Compliance (UA) UA COMPLIES Component • • • 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, &R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Gayteway Business Park-Building B Date 05/01/2019 Fenestration Area as%gross above-grade wall area 4.6% Max.Target: 30.0% For Building Department Use Skylight Area as%gross roof area 1.3% Max.Target: 5.0% Building Component Proposed UA Target UA Ins. R Plan/Detail# F-factor Source&Table#8 F-factor x Perimeter =FP(F x P) F-factor x Perimeter= UA(U x A) a2i R= No insulation 0.730 1247 910.6 0.540 1247 673.6 ro ° R= Slab-On-Grade F-0.54 � L � R= R= 0.550 � m m m R= Heated Slab-On-Grade F-0.55 � m = R= Schedule ID U-factor Source"o U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) Metal doors 0.37 357 132.1 0.370 357 132.1 ° Opaque Swing Doors U-0.37 .3 0 9'X 10'opaque roll-up doors 0.1 1326 132.6 0.340 1326 450.8 r Opaque rollup&sliding U-0.34 O @ 0.30 Non-Metal Frame U-0.30 c 0 Z 0 NFRC rated assembly 0.38 1390 528.2 0.38 1390 528.2 c Metal Frame, Fixed U-0.38 o - .= m m � w 0 (D 0 0.40 LL o = Metal Frame,Operable U-0.40 U �p N N NFRC rated assembly 0.60 168 100.8 0.60 168 100.8 c m Metal Entrance Door U-0.60 c m Cn NFRC rated skylight 0.5 832 416.0 0.50 832 416.0 Q All types U-0.50 � Q Refrigerated Space Freezer Floors Proposed UA Target UA Cl Plan/Detail# U-factor Source&Table#z U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) R= °o R= Freezer Floor TLL LL R= Area' UA Area' UA Page 2 Subtotal 5320 2220 5320 2301 TO COMPLY-The Proposed Total UA shall not Page 1 Subtotal 93796 1578 93796 1704 exceed the Target Total UA. Project Total 99116 3798 99116 4005 Component Performance Compliance (UA) UA COMPLIES Refrigerated Space Windows In Doors 11,12 Cooler/ DoublePane TriplePane InertGas Heat Reflective Plan/Detail# Description Freezer Glass Glass Filled Treated Glass N o 0 °o 0 c � c C L N U f6 @ Note 1-If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2-Opaque assembly U-factors shall come from Appendix A or be calculated per approved method as specified in C402.1.5.1. Note 3-Proposed CMU mass wall in non-Group R that meet Table C402.1.4 Footnote D requirements can enter the target U-value of 0.104. Note 4-Semi-heated spaces-For spaces eligible for this wall insulation exception,the UA calculation excludes all wall assemblies. However, wall area values are required to run the window-to-wall ratio calculation.Enter into form all wall types in the semi-heated space.Enter the sf area of each wall type and enter"I"for the U-factor. Note 5-Mass transfer slab edges must be covered with an assembly having an overall U-factor of 0.2. Note 6-Demising walls, doors,and vertical fenestration separating spaces with different degrees of space conditioning(unconditioned,semi-heated, fully conditioned)shall be included only on the ENV-UA form for the space with the greatest degree of space conditioning. Note 7-List Group R above grade mass walls here.List all other above grade walls, Commercial and Group R,in the Opaque Walls-Above Grade section. Note 8 -Slab-on-grade F-Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 9 -Opaque door U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1.A door is defined as opaque if less than 50%of the door area has glazing. Note 10-Fenestration assembly U-Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame,or shall be the default value per Section C303.1.3. Note 11-Refrigerated Coolers-Target U-factors for cooler roof,wall and door assemblies are per C410. Enter proposed information under the most similar assembly type. Target F-factors for slab-on-grade floors are per C402. Target U-factors for floors that separate a cooler from a non-cooler space(unconditioned and conditioned)are per C402. Target U-factors for vertical fenestration(not within cooler doors)are per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach-in display case doors shall comply with C410 prescriptive requirements. Note 12-Refrigerated Freezers-Target U-factors for freezer roof, wall and door assemblies are per C410.Enter proposed information under the most similar assembly type. Target U-factor for insulated freezer floors is per C410. Insulation is required under the entire freezer floor.Enter proposed information in the Freezer Floor section.If the freezer floor assembly rests on top of a standard floor,the vertical edge of the freezer floor shall be entered as a section of freezer wall.If freezer floor insulation is installed as integral to or applied underneath a slab-on-grade or exposed floor,this floor area shall be thermally broken from the surrounding floor. Enter proposed thermal break information in the Freezer Floor section and note it as In-Floor Thermal Break.Enter only the opaque portion of freezer doors. Windows within doors and reach-in display case doors shall comply with C410 prescriptive requirements. Note 13-Stand alone projects-Enter total existing-to-remain sf areas for net above grade walls(including opaque doors),net roof, vertical fenestration and skylights in section provided at top of ENV-UA form. Enter UA information for new envelope assemblies in Building Components section. Note 14-Addition+Existing,Alteration+Existing,Addition+Alteration+Existing projects-Enter sf areas and estimated U-factors for all existing-to- remain envelope assemblies in Building Components section.Identify these assemblies as EXISTING in U-factor Source&Table#column. Enter UA information for new addition and altered envelope assemblies in Building Components section.Existing and new information will autofill into the Vertical Fenestration and Skylight Area Calculation section of ENV-SUM as all NEW.Does not affect calculation results. GAYTEWAY BUSINESS PARK PROJECT INFORMATION PROJECT DIRECTORY GAYiEWAY BUSINESS PARK BUILDING B BUILDING B DANIEL B.TAYLOR ARCHITECT 20015 67TH AVE OWNER REPRESENTATIVE: G YTE AY CITY OF ARLINGTON,WA 1639 HARBOR AVE SW ARLINGTON, WAS H I N GTO N CONTACT:DANIEL B.TAYLOR BUSINESS PARK FILE # SEATTLE WA 98126 TIED P:(206)465-2491 LLC DAN I ELB719@COMCAST.N ET PROJECT SCOPE CONSTRUCTION OF A NEW TILT-UP CONCRETE 24•CLEAR,SEMI-CONDITIONED SHELL WAREHOUSE BUILDING NELSON FORMERLY CRAFT ARCHITECTS NELSON PERMIT SET MAY 15 2019 TAX PARCEL # ARCHITECT OF RECORD: ( ) � MARK EVANS,AIA 1200 FIFTH AVE,SUITE 1300 3I OE 1400200700 SEATTLE,WA 98101 Nelco Ardlitedure,Inc. CONTACT:ERROL RAMIREZ a licensed affiliate of Nelson Worldwide,LLC INDEX OF DRAWINGS LEGAL DESCRIPTION P:(20@)408-8633 SHEET DESCRIPTION ISSUE FOR ERROL@CRAFTARCHITECTS.COM SECTION 14 TOWNSHIP 31 RANGE OS QUARTER NW CRArr PERMIT a cH, eects 05 15 2019 SEPARATE PERMITS: DEFERRED PERMITS GENERAL CIVIL ENGINEER: TERRAFORMA DESIGN GROUP,INC. Suit Fifth Avenue 1. MECHANICAL/HVAC(DESIGN BUILD) 1. MANUFACTURED STEEL ROOF JOISTS Suite 1300 CS COVER SHEET 0 2. ELECTRICAL(DESIGN BUILD) 2. MANUFACTURED STEEL STAIRS CONTACT:PEDRO DeGUZMAN 502751 ST AVENUE SW Seattle,WA 98101 T1.1 GENERAL INFORMATION AND EGRESS PLAN 0 3. PLUMBING(DESIGN BUILD) SEATTLE WA 98136 206-408-8500 phone T1.2 ACCESSIBILITY GUIDELINES 0 4. FIRE PROTECTION(DESIGN BUILD) 5. TENANT IMPROVEMENT(FUTURE) N P:(206)923-0590 CIVIL PEDRO@TERRAFORMADESIGNGROUP.COM ^^^.N ELSONonline.com C1.1 CIVIL COVER SHEET VICINITY MAP C1.2 CIVIL SITE PLAN C1.3 TESC PLAN ® NTS LANDSCAPE ARCHITECT: TERRAFORMA DESIGN GROUP,INC. C1.4 GRADING PLAN C1.5 STORM PLAN ® 502751STAVENUESW C1.6 WATER&SEWER PLAN ® 2o4TH sT NE CONTACT:AKEMI SAKAIDA SEATTLE WA 98136 C1.7 WATER&SEWER PROFILES ® P:(206)923-0590 C1.8 UTILITY PLAN C2.1 SITE DETAILS AKEMI@TERRAFORMADESIGNGROUP.COM w C2.2 TESC DETAILS ® Z Q C2.3 STORM DETAILS ® a j C3.1 ROAD DETAILS • AHBL,INC. C3.2 STORM DETAILS ® ^__I _ - STRUCTURAL ENGINEER: z Q Z C3.3 WATER DETAILS ® 2215 NORTH 30TH STREET,STE.300 C3.4 WATER DETAILS ® �_ _ - - CONTACT:ANDY PFLUEGER W = � TACOMA,WA 98403 � � C3.5 WATER DETAILS L�1111 P:(253)383-2422 C3.6 SEWER DETAILS ® _ ((� Z C3.7 SEWER DETAILS ® _ APFLUEGER@AHBL.COM C3.8 CITY STANDARD NOTES ® U-) J r LANDSCAPE C� ino a Ll.1 LANDSCAPE PLANTING PLAN 0 TRAFFIC ENGINEER: JAKE TRAFFIC ENGINEERING,INC. N 1_1.2 LANDSCAPE DETAILS& NOTES 0 2614 39TH AVE SW SV1 SITE MAP(SURVEY) ® -- CONTACT:MARK JACOBS SV2 SITE MAP(SURVEY) 0 19TITST NE SEATTLE,WA 8116 SV3 SITE MAP(SURVEY) ® P:(206)762-1978 sva SITE MAP(SURVEY) ® JAKETRAFFIC@COMCAST.NET ARCHITECTURAL CODE/ZONING INFORMATION AD.1 ARCHITECTURAL SITE PLAN GOVERNING BUILDING CODES: AO.2 ENLARGED SITE PLANS 0 2015 IBC AO.3 SITE DETAILS 0 2015 UPC A2.1 FLOOR PLAN e 2015 IFC CONSULTANT A2.2 ENLARGED FLOOR PLANS 0 2009 ICC/ANSI A117.1 (ACCESSIBILITY) 2015 IECC A2.5 ROOF PLAN 0 REGULATIONS&ORDINANCES A3.1 EXTERIOR ELEVATIONS 0 2015 WASHINGTON STATE AMENDMENTS A4.1 WALL SECTIONS 0 2015 WASHINGTON STATE ENERGY CODE A4.2 WALL SECTIONS 0 2015 IMC A6.1 DOOR SCHEDULE 0 ZONE: GENERAL INDUSTRIAL(GI) A6.2 DOOR AND WINDOW DETAILS 0 AIRPORT PROTECTION DISTRICT-SUBDISTRICT"C" A8.1 EXTERIOR DETAILS 0 USE CLASWCATK)N MANUFACTURING 4.120 STRUCTURAL IMPERVIOUS AREA: SEE CIVIL PLAN so.1 STRUCTURAL NOTES 0 SEISMIC CATEGORY: D 50.2 STRUCTURAL NOTES 0 SITE AREA: 221,250 SF(5.07 ACRES) SO.3 TYPICAL DETAILS 0 CRITICAL AREA AFFECTED: NONE la3" llrcitl SO.4 TESTING AND INSPECTION NOTES 0 OCCUPANCY TYPE: F-1 rrr� SO.5 TESTING AND INSPECTION NOTES 0 V'S S1.1 FOUNDATION PLAN -OVERALL 0 CONSTRUCTION TYPE: III-B-FULLY SPRINKLERED pgk{Ag S1.2 FOUNDATION PLAN - NORTH 0 BUILDING CLEAR HEIGHT: 24'-0"CLEAR '�{"'"ar""""'•'^" e S1.3 FOUNDATION PLAN -SOUTH 0 MAXIMUM LOT COVERAGE: No LIMIT S2.1 ROOF FRAMING PLAN - OVERALL 0 PER CITY GUIDELINES S2.2 ROOF FRAMING PLAN - NORTH S2.3 ROOF FRAMING PLAN - SOUTH ® BUILDING SETBACKS: 5-O"LANDSCAPE SETBACK Submittals/Revisions: 10'-0"SETBACK ALONG CENTENNIAL TRAIL S3.1 FOUNDATION DETAILS ® 05 15 2019 BUILDING PERMIT S4.1 ROOF FRAMING DETAILS 0 MAXIMUM BUILDING HEIGHT: MAXIMUM ALLOWED:50'-BASED ON AVERAGE NATURAL GRADE S4.2 ROOF FRAMING DETAILS 0 PER CITY GUIDELINES PROPOSED BUILDING HEIGHT:32'-3" S4.3 ROOF FRAMING DETAILS 0 ALLOWABLE AREA: UNLIMITED AREA BUILDING BASED ON IBC 507 S4.4 ROOF FRAMING DETAILS S4.5 ROOF FRAMING DETAILS S5.1 PANEL ELEVATIONS 0 TOTAL ALLOWABLE BLDG AREA: PER IBC SECTION 507-UNLIMITED AREA BUILDINGS,THE AREA OF S5.2 PANEL ELEVATIONS 0 BUILDING OF THE OCCUPANCIES AND CONFIGURATIONS SPECIFIED S5.3 PANEL ELEVATIONS 0 IN 507.4 AND 507.2.1 SHALL NOT BE LIMITED. 5.4 PANEL ELEVATIONS ® ENERGY CODE COMPLIANCE: BUILDING IS TO BE ASEMI-HEATED BUILDING AS DEFINED BY THE 2015 WASHINGTON 5 S.1 TILT-UP PANEL DETAILS 0 ACTUAL BUILDING AREA: 1 STORY/ 54,136 SF(WAREHOUSE) STATE ENERGY CODE,THE COMPONENT PERFORMANCE PATH IS USED TO BALANCE THE 9,554 SF(OFFICE 15%) INSULATION REQUIRED BY THE VARIOUS BUILDING COMPONENTS. 63,690 SF(TOTAL) SEE ATTACHED ENERGY CODE ANALYSIS FOR ADDITIONAL INFORMATION. HEATING BUILDING TO BE HEATED BY GAS FIRED UNIT HEATERS WITH A MAXIMUM OUTPUT OF 8 BTUHI COOLING IS NOT PROVIDED. ROOF INSULATION: CALCULATED RIGID INSULATION VALUE:R-40,CONTINUOUS ABOVE DECK Sheet Title: COVER SHEET _ PARKING REO REME QTS: (PER MUNICIPAL CODE CHAPTER 20.72)(ASSUMES 15%FUTURE OFFICE) WALLS: WAREHOUSE WALLS ARE EXEMPT FROM INSULATION REQUIREMENTS. TOTAL(SF) RATIO STALLS REQ. ADA STALLS REQ. STALLS PROVIDED ADA STALLS PROVIDED SLAB ON GRADE: SLAB INSULATION IS EXCLUDED. OFFICE(15%) 9,554 1/800 12 HIM MAN DOORS: U=0.37 MAX WAREHOUSE 85% 54,136 109/2* 55 Date: 05 15 2019 ( ) ROLL-UP DOORS: R=4.7s MIN CARGO DOORS AND LOADING DOCK DOORS SHALL BE EQUIPPED WITH WEATHERSEALS Design: e TO RESTRICT INFILTRATION WHEN VEHICLES ARE PARKED IN THE DOORWAY TOTAL: 67 3 ss 3 VERTICAL FENESTRATION,FIXED: U=0.38 MAX,SHGG=0.40 MAX Drawn: - OCCUPANT LOADS: (PER 2015 IBC TABLE 1004.1.2)(ASSUMES 15%FUTURE OFFICE) STOREFRONT ENTRANCES: U=0.60 MAX,SHGG=0.40 MAX TOTAL(SF) RATIO OCC.LOAD REQ'D EXITS EXITS PROVIDED SKYLIC�-ITS U=0.50 MAX,SHGC=0.35 MAX Project No: 16-056 s". OFFICE(15%) 9,554 1/100 96 e WAREHOUSE(85%) 54,136 1/500 109 - - Approved: TOTAL: 205 2 a Building No: =52 OCCUPANTS/EXIT �\ •CITY OF ARLINGTON PARKING REQUIREMENTS FOR WAREHOUSE USE 4.120 ALLOWS 1 SPACE FOR EVERY TWO EMPLOYEES. Sheet No: \/1A•' 109 EMPLOYEES(MAXIMUM OCCUPANT LOAD)2 =55 STALLS REQUIRED COPYRIGHT CRAFT ARCHITECTS 2018 ABBREVIATIONS FL FLOOR PS PAINT SYSTEM SYMBOLS 1@0 WINDOW BUG GENERAL NOTES FLO FLASHING PSF POUNDS PER SQUARE FOOT GAYTEWAY V1 ANGLE FLUOR FLUORESCENT PSI POUNDS PER SQUARE INCH (�A\) 1. THE GENERAL CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE,INCLUDING THE SAFETY OF ALL �L CENTER LINE FM FACTORY MUTUAL PT PRESSURE TREATED Y PERSONS,PROPERTY,AND FOR ALL NECESSARY INDEPENDENT ENGINEERING REVIEWS OF THESE CONDITIONS,AND FOR COMPLIANCE WITH O.S.H.A. BUSINESS PARK DIAMETER NE ROUND FOC FACE OF CONCRETE PTD PAPER TOWEL DISPENSER A INTERIOR ELEVATIONS) SAFETY STANDARDS.ARCHITECTS AND THEIR CONSULTANTS'JOB SITE OBSERVATIONS ARE NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF ELEVATION IDENTIFICATION THE CONTRACTOR'S SAFETY MEASURES. N NUMBER OR POUND FOF FACE OF FINISH PTD/R PAPER TOWEL DISPENSER 1 COLUMN LINE GRID LINE D B 2. EACH CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH ALL SPECIFIED PRODUCTS RELATING TO THEIR WORK.THEY ARE To SUBMIT WRITTEN LLC J PENNY FOF FURNISH FINISH OWNER AND RECEPTABLE / SHEET WHERE ELEVATION IS OBJECTIONS PRIOR TO BIDDING,IF THE CONTRACTOR HAS AN OBJECTION TO ANY PRODUCT AND/OR DISCREPANCIES BETWEEN DRAWINGS AND DRAWN SPECIFICATIONS. L PERPENDICULAR INSTALL BY CONTRACTOR PTN PARTITION 3. THE GENERAL CONTRACTOR SHALL COORDINATE THEIR WORK WITH THAT OF OTHER SEPARATE CONTRACTS SUCH AS SIGNS,&OWNER FURNISHED ItPLATE F010 FURNISH BY OWNER PTR PAPER TOWEL RECEPTABLE ITEMS,WHICH ARE BEING DONE BY OTHERS. DOOR NUMBER TITLEI ROOM IDENTIFICATION 4. THE GENERAL CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN THE FIELD.THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY OF ANY INSTALL BY OWNER PVMT PAVEMENT CORRESPONDS TO ROOM ENTERING NELSON TITLE2 DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND CONSTRUCTION DOCUMENTS.ALL WORK IN THAT AREA SHALL BE HELD UNTIL SUCH AB ANCHOR BOLT FOS FACE OF STUD ROOM NAME TITLE3 DISCREPANCIES ARE RESOLVED. AC ACOUSTICAL OR FS FULL SIZE QT QUARRY TILE ROOM —ROOM NO. 5. SEPARATE PERMITS,WHEN REQUIRED AND/OR WHEN WORK ITEMS ARE DESIGN/BUILD IN NATURE,SHALL BE OBTAINED BY THE CONTRACTOR FOR A/C AIR CONDITIONING FT FEET O KEY NOTE MECHANICAL,PLUMBING,FIRE SPRINKLERS,ELECTRICAL AND FIRE ALARM. DESCRIPTIVE,DETAILED DESIGN AND REQUIRED SUBMITTAL DOCUMENTS Nelco Architecture,Inc. ACP ACOUSTICAL PANEL FTC FOOTING R RISER INFORMATION SHALL BE PROVIDED FOR REVI REQUIREMENT FOR DESIGN Q DESIGN/BUILD BY THE REGULATING AUTHORITIES AND BY THE OWNER/TENANT/ARCHITECT FOR APPROVAL PRIOR TO ACT ACOUSTICAL TILE FTIC FURNISHED BY TENANT RA RETURN AIR +6'-6 FINISHED CEILING HEIGHT a licensed affiliate of Nelson Worldwide,LLC ANY WORK BEING PERFORMED.SEE SPECIFICATIONS FOR RE BUILD FIRE SPRINKLER SYSTEM.SUBMIT PLAN TO AND OBTAIN � � ADH ADHESIVE INSTALLED BY CONTRACTOR RAID RADIUS 'M ri--r PARTITION TYPE PERMIT FROM THE AUTHORITY HAVING JURISDICTION FOR FIRE SPRINKLER SYSTEM INSTALLATION OR MODIFICATION. ALL WORK SHALL COMPLY WITH PROPERTY LINE CURRENT GOVERNING CODES. AD J ADJACENT FTIO FURNISHED BY TENANT RE RESILIENT BASE —--—'-— 6. SPECIAL INSPECTIONS WHERE REQUIRED BY THE BUILDING OFFICIAL SHALL BE PERFORMED BY INSPECTORS APPROVED BY THE BUILDING OFFICIAL. ADJT ADJUSTABLE INSTALLED BY OWNER R&S ROD&SHELF X REVISION NUMBER 7. ALL WORK DONE SHALL BE IN CONFORMANCE WITH THE APPROVED PLANS AND PROJECT SPECIFICATIONS.THE APPROVED,PERMITTED,STAMPED a r c n, s e c s s AF ACCESS FLOOR FURR FURRING RD ROOF DRAIN ��REVISION NEW OR FINISHED CONTOURS PLANS ARE TO REMAIN ONO SITE AT ALL TIMES.ANY MODIFICATIONS TO WORK SHALL BE INDICATED ON FIELD"AS-BUILT' SET OF DOCUMENTS. AFF ABOVE FINISH FLOOR FUT FUTURE RD/O ROOF DRAIN OVERFLOW CLOUD AROUND REVISION 78 8. DIMENSIONS ARE TO FACE F STUD.CONCRETE.OR MASONRY UNLESS OTHERWISE NOTED. 1200 Fifth Avenue 9, DO NOT SCALE DRAWINGS;DIMENSIONS GOVERN. Suite 1300 AL ALUMINUM FUTURE- FUTURE ROUGH IN ONLY RERAK REINFORCING BAR EXISTING CONTOURS 10. WHEN CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK,DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR Seattle,WA 98101 ALT ALTERNATE RIO PER REFERENCE ——— 71 WORK.IF QUESTIONS CAN NOT BE RESOLVED IN THIS MANNER,CONTACT THE ARCHITECT PRIOR TO PROCEEDING. MATCH LINE 11. GENERAL CONTRACTOR SHALL PROVIDE OWNER AND ARCHITECT WITH DETAILED CRITICAL PATH SCHEDULE FOR REVIEW AND APPROVAL PRIOR TO START AP ACCESS PANEL FX FIXED REFR REFRIGERATOR ______ SHADED PORTION IS THE SIDE 206.408.8500 phone ,50 OF CONSTRUCTION.UPDATES OF SCHEDULE SHALL BE MADE AS NECESSARY WITH COPIES PROVIDED TO OWNER AND ARCHITECT. APPROX APPROXIMATE REINF REINFORCED CONSIDERED 12. ALL WORK AND MATERIALS SHALL BE IN FULL ACCORDANCE WITH CURRENT GOVERNING CODES.NOTHING IN THESE DRAWINGS IS TO BE CONSTRUED ARCH ARCHITECTURAL GA GAGE REQ'D REQUIRED TOP OF WALL AS TO PERMIT WORK WHICH IS NOT CONFORMING TO CURRENT GOVERNING CODES. www.N ELSONonline.com ASPH ASPHALT GALV GALVANIZED REV REVISION WORK POINT,CONTROL POINT 13. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT ADJACENT PROPERTY AT ALL TIMES DURING CONSTRUCTION. OR DATUM POINT p 14. THE CONTRA GB GRA BAR RH RIGHT HAND OR ROBE HOOK CTOR SHALL COMPLY WITH ALL CURRENT APPLICABLE LOCAL ORDINANCES FOR UTILITY SERVICE PROVIDERS,PUBLIC AND/OR PRIVATE. B 16 BD BOARD G TOP OF CURB 15. FIRE BLOCKING SHALL BE PROVIDED AT ALL FRAMED WALLS AT 10'-0" O.C.AND ALSO AT ANY LOCATION WHERE WALL FRAMING PENETRATES BETW BETWEEN OIL GLASS OR GLAZING RESIL RESILIENT CEILINGS. REFER TO IBC SEC.708 FIRE BLOCKING AND DRAFT STOPS FOR CONSTRUCTION. GLBM GLU-LAM BEAN RM ROOM 1492 EQUIPMENT NUMBER 16. PATCH AND REPAIR ALL EXISTING WALLS,FLOORS AND CEILINGS THAT ARE ADJACENT TO AND AFFECTED BY NEW CONSTRUCTION. BLDG BUILDING GEN CONTR GENERAL CONTRACTOR RO ROUGH OPENING 17. PRIOR TO FINAL INSPECTION,A CERTIFICATE OF CONSTRUCTION COMPLIANCE SHALL BE READY FOR THE INSPECTOR.THE CERTIFICATE SHALL STATE ONO GROUND RT RESILIENT TILE TOP OF PAVEMENT BLK BLOCK N "BASED UPON PERSONAL KNOWLEDGE,THAT THE WORK APPEARS TO HAVE BEEN PERFORMED,AND THE MATERIALS USED AND INSTALLED APPEAR IN 1h� BLDG BUILDING GR GRADE RUB RUBBER BUILDING SECTION t4' EVERY MATERIAL RESPECT IN COMPLIANCE WITH THE PLANS.THE CERTIFICATE MUST BE SIGNED BY ONE OR MORE OF THE FOLLOWING: BM BEAM X (A)OWNER,(B)GENERAL CONTRACTOR,(C)AN APPROVED INDEPENDENT INSPECTOR OR INSPECTION AGENCY. GWB GYPSUM WALL BOARD RVS REVERSE BRG BEARING A%.% SECTION IDENTIFICATION 18. ASBESTOS AND HAZARDOUS WASTE EXCLUSION: w RW RAIN WATER SHEET WHERE SECTION IS DRAWN THE ARCHITECT HEREBY STATES,AND THE OWNER ACKNOWLEDGES,THAT THE ARCHITECT HAS NO PROFESSIONAL LIABILITY OR OTHER INSURANCE, NOT BOTTOM HB HOSE BIB RWL RAIN WATER LEADER (AND IS UNABLE TO REASONABLY OBTAIN SUCH INSURANCE)FOR CLAIMS ARISING OUT OF THE PERFORMANCE of OR THE FAILURE TO PERFORM m Z HC HOLLOW CORE OR HANDICAP NORTH Q BSMT BASEMENT PROJECT PROFESSIONAL SERVICES INCLUDING BUT NOT LIMITED TO THE PREPARATION OF REPORTS DESIGNS DRAWINGS AND SPECIFICATIONS AND BUR BUILT UP ROOF HDR HEADER S SOUTH FIRE N RELATED THE INVESTIGATION DETECTION. Q '! j �j HD HARDWOOD PROJECT NORTH 19. PROVIDE FIRE EXTINGUISHERS WITH A MINIMUM RATING OF 2A:10B:C IN QUANTITY AND LOCATIONS AS DIRECTED BY THE FIRE MARSHALL MINIMUM OF U SC SOLID CORE DETAIL SECTION ONE UNIT PER 3,000 SF AND No MORE THAN 75 FOOT TRAVEL DISTANCE TO ANY FIRE EXTINGUISHER. Q Z CAB CABINET HDWE HARDWARE X 20. PROVIDE APPROVED RADIO COVERAGE FOR EMERGENCY RESPONDERS WITHIN THE BUILDING BASED UPON THE EXISTING COVERAGE LEVELS OF THE SCD SEAT COVER DISPENSER PUBLIC SAFETY COMMUNICATION SYSTEMS OF THE JURISDICTION AT THE EXTERIOR OF THE BUILDING PER INTERNATIONAL FIRE CODE(IFC)SECTION CB CATCH BASIN qX. SECTION IDENTIFICATION T O HIM HOLLOW METAL SCHD SCHEDULE y CB CEMENTITIOUS BACKER UNIT HORIZ HORIZONTAL SHEET WHERE SECTION IS DRAWN g•_0^ DENOTES CHANGE IN 510.1. CEM CEMENT Q SD SOAP DISPENSER OR HR HOUR 7, 0., ELEVATION CER CERAMIC SECT SECTION OEM CUBIC FEET PER MINUTE HT HEIGHT SF SQUARE FEET J (0 Z HTG HEATING SHTG SHEATHING Q J CFT CONDUCTIVE FLOOR TILE r HVAC HEATING/VENTILIATION/ �^ CG CORNER GUARD SIM SIMILAR DETAIL OR ENLARGED PLAN PT FINISH SYMBOL O AIR CONDITIONING x v W SK SINK �X DETAIL IDENTIFICATION 2 Q CHBD CHALK BOARD HWH HOT WATER HEATER J qX' Cl CAST IRON SLR SEALER SHEET WHERE DETAIL IS DRAWN N CJT CONTROL JOINT SKID SANITARY NAPKIN ID INSIDE DIAMETER/ DISPENSER CLF CHAIN LINK FENCE DIMENSION SNR SANITARY NAPKIN CLG CEILING IG INSULATED GLAZING RECEPTACLE EGRESS SUMMARY CJ CONSTRUCTION JOINT IHM INSULATED HOLLOW METAL CLK CAULKING SKIT SEALANT IN INCH SPEC SPECIFICATION A. MAX.TRAVEL DISTANCE: 250'(TABLE 1017.2-F-1 OCCUPANCY) CLO CLOSET INCL INCLUDE SQ SQUARE 400'EXIT ACCESS DISTANCE INCREASE(IBC SECTION 1017.2.2) CLR CLEAR INSUL INSULATION SST STAINLESS STEEL CIVIC CONCRETE MASONRY UNIT INT INTERIOR SSK SERVICE SINK B. MAX.COMMON PATH OF EGRESS TRAVEL: 100'(TABLE 1006.2.1)WHEN FULLY SPRINKLERED CNTR COUNTER ST STONE/STONE TILE C. REQUIRED EGRESS WIDTH:0.2" PER OCCUPANT=41" REQUIRED(IBC SECTION 1005.3) Co CLEANOUT JAN JANITOR STA STATION EGRESS WIDTH PROVIDED: (2)SINGLE DOORS X 36' PER DOOR=72" CONSULTANT COL COLUMN JT JOINT STC SOUND TRANSMISSION (2)DOUBLE DOORS X 72" PER DOOR= 144' COLIC CONCRETE CLASS TOTAL=216" CONSTR CONSTRUCTION KIT KITCHEN STD STANDARD CONT CONTINUOUS NO KNOCK OUT STL STEEL D. MINIMUM CLEAR DOOR OPENING:32 INCHES(1010.1.1) CORR CORRIDOR KS KNEE SPACE STOP STORAGE E. MAXIMUM DEAD END CORRIDOR:50 FEET(1020.4 EXCEPTION 2) CPT CARPET CT CERAMIC TILE LAM LAMINATE STRL STRUCTURAL P 3 4 5 6 CTR CENTER LAV LAVATORY SUSP SUSPENDED KEY NOTES O Cy CUBIC YARD 300'-I OVERALL SV SHEET VINYL LB LAG BOLT SYM SYMMETRICAL L. ACCESSIBLE ENTRANCE/EXIT PER IBC SECTION 1105.1 50'-0" 50'-0' S0'-0" 50'-0' 50'-0" 50'-0' LF LINEAL FOOT DEL DOUBLE LG LENGTH T TREAD DEPT DEPARTMENT LH LEFT HAND TB TOWEL BAR 1 DET DETAIL EXIT XIT 8,30 ` LINO LINOLEUM T&B TOP&BOTTOM LEGEND - _ A wmatr OF DRINKING FOUNTAIN(W/o COOLER) LKR LOCKER TO TEMPERED GLASS rtcr DIA DIAMETER LT LIGHT THK THICK EXIT NEW EXIT SIGN W/EMERGENCY POWER TO MEET IBC DIAG DIAGONAL THR THRESHOLD SECTION 1013 GOLKiA3 DIM DIMENSION TIG TEMPERED INSULATED FIRE MACH MACHINE FIRE FIRE DEPARTMENT ACCESS DOORS PROVIDED AT 0 DISP DISPENSER MALL MATERIAL GLAZING INTERVALS LESS THAN 100'SPACING AROUND PERIMETER 1 1 FIRE o DN DOWN MAX MAXIMUM To TOP of OF BUILDING L� FIRE FIRE FIRE 1 JL B DR DOOR OR DRAIN MECH MECHANICAL TOO TOP OF CONCRETE DWR DRAWER MET OR MTL METAL TOP TOP OF PAVEMENT DIRECTION OF TRAVEL 1 o 1 Submittals/Revisions: DS DOWNSPOUT MEZZ MEZZANINE TOS TOP OF STEEL PATH OF EGRESS I I 'b Dw DISHWASHER _ __��START POINTo 05 15 2019 BUILDING PERMIT MFR MANUFACTURER TOSL TOP OF SLAB _ DWG DRAWING MH MANHOLE TOW TOP of WALL COMMON PATH OF TRAVEL TERMINATION POINT 1 1 MIN MINIMUM TPD TOILET PAPER DISPENSER 1 < 1 J E EAST 4- MR MIRROR TPH TOILET PAPER HOLDER FIRE ~ EA EACH MISC MISCELLANEOUS TPTN TOILET PARTITION I 1 EB EXPANSION BOLT TS TUBULAR STEEL L 1 FIRE EJ EXPANSION JOINT MILD MOLDING TV TELEVISION TrT��...��1 EL ELEVATION MRGWB MOISTURE RESISTANT GYP BD MTD MOUNTED TYP TYPICAL 1 1 ELEC ELECTRIC MULL MULLION UL UNDERWRITERS LABORATORY ELEV ELEVATOR NINE UNFINISHED rt- -�- - - -~- -�- �/ EM ENTRY MAT N NORTH JOINUNLESS OTHERWISE NOTED I o 1 EVER EMERGENCY NIC NOT IN CONTRACT OR URINAL ,b ENCL ENCLOSURE OR ENCLOSED NO/# NUMBER ERE I c EP ELECTRICAL PANEL NOM NOMINAL VAR VARIES FIRE o EWC ELECTRIC WATER COOLER NTS NOT TO SCALE VCT VINYL COMPOSITION TILE 1 N 1 Sheet Title: GENERAL INFORMATION o EPX EPDXY CA OVERALL VERT VERTICAL �_ _�_ _ 4 _ _—_ _�_o _ LL �� -r EQ EQUAL VEST VESTIBULE aC ON CENTER ; a ; AND EGRESS PLAN EQPT EQUIPMENT VIN VINYL 'b OD OUTSIDE DIAMETER/ EST ESTIMATE VWC VINYL WALL COVERING 1 1 Date: 05 15 2019 DIMENSION EX EXPANSION OFF OFFICE W WEST 1 1 EXIST EXISTING W/ WITH Design: EXT EXTERIOR OH OVERHEAD OPH OPPOSITE HAND W/0 WITHOUT Drawn: FIRE FIRE m FA FIRE ALARM OPNG OPENING we WATER CLOSE[ EXIT EXIT FIRE FIRE 110 FURNISHED BY OTHERS OPP OPPOSITE WD WOOD WE WIDE FLANGE 1 1 Project No: 16-056 FCIC FURNISHED BY CONTRACTOR PERP PERPENDICULAR WG WIRE GLASS Approved: INSTALLED BY CONTRACTOR PFN PREFINISHED WP WATER PROOF FCTY FACTORY pL PLATE OR PROPERTY LINE WR WATER RESISTANT Building No: s FD FLOOR DRAIN P LAM PLASTIC LAMINATE WSCT WAINSCOT N 1 FIRST FLOOR EGRESS PLAN T1.1 FDN FOUNDATION PLYWD PLYWOOD WT WEIGHT FE FIRE EXTINGUISHER pNL PANEL 1- =40-0' Sheet N0: FEC FIRE EXTINGUISHER CABINET PNT PAINT XFMR TRANSFORMER FIN FINISH PR PAIR YD YARD COPYRIGHT CRAFT ARCHITECTS 2018 302/303 FLOOR SURFACE k CHANGES IN LEVEL 404 DOORS=fin 502/503 PARKING AND PASSENGER LOADING ZONES ccotinued 604 WAIER CLOERI$&TOILET COMPARIIi continued 609 GRAB BARS wi inuoA 703$IMAGE mrrtinued GA-ZED MOUNTING BOLTS ANSI/ICC A117.1 303-CHANGES IN LEVEL(REFERENCE DETAIL) AliAt ITT 404.2.6-DOOR HARDWARE � ANSI/ICC AT 17.1 604.7-DISPENSERS(REFERENCE DETAIL) ANSI/ICC At 17.1 609.8-STRUCTURAL STRENGTH OVERHEAD SIGNS A.Changes in level up to Ile may be vertical and without edge treatment A.Handles,pulls,latches,locks,and other operating devices shall have a shape that is 1'-or �_ devices shall Toilet paper dispensers shall comply with Section 309.4 and 609.3.Where the A.Grab bars and mounting d shall meet the following requirements: A.CHARACTERS AND NUMBERS ON OVERHEAD SIGNS SHALL BE SIZED ACCORDING TO THE B.Changes in level between 1/4'and 1/2"shall be beveled with a slope no greater easy to grasp with one hand and does not require tight grasping,tight pinching,or dispenser is located above the grab bar,the outlet of the dispenser shall be located 609.8 Allowable stresses shall not be exceeded for materials used where a vertical VIEWING DISTANCE FROM WHICH THEY ARE TO BE READ. than 1:2. twisting of the wrist to operate. - 24"min-36'max from the oa wall.Where the dispenser is located below the grab or horizontal force of 250 Ibs.is applied at any point on the grab bar,fastener 1.FOR SIGNS HIGHER THAN 70'A.F.F.,CHARACTER SIZE SHALL BE 2'MINIMUM PLUS GAYTEWAY gar 1.Lever-.pealed mechanisms,push-type mechanisms,and U-shaped handles are bar,the outlet of the dispenser nshall be located 2e rl max from the rear mounting device,or supporting structure. d"PER FOOT OF VIEWING DISTANCE ABOVE 15 FEET. ' acceptable designs. HATE wall.The outlet of the dis shall be 18'-48'maximum A.F.F. 1.Shear stress induced by application of 250 It.shall be less than allowable shear 1.THE MINIMUM HEIGHT IS MEASURED USING AN UPPER CASE LETTER"f. BUSINESS [••SA�� 2 2.When sliding doors are fully open,operating hardware shall be exposed and usable DIS4BIED penser s a Iv C �••' PPAEL, 1.Dispensers that control delivery ha do not permit continuous paper flow shall not stress far material used. If connection between grab bar and mounting bracket 2.LOWER CASE LETTERS ARE PERMITTED. from both sides. .1 RECG .M be used. is considered to be fully restrained,then direct and torsional shear stresses shall 3.Hardware required for accessible door passage shall be mounted between 34"and y4ry be totaled for the combined shear stress,which shall not exceed the allowable ANSI/ICC A117.1 703.3-703.5-BASED CHARACTERS,BRAILLE,&PICTOGRAMS LLC 48"above finished floor. ACCESSIBLE ANSI/ICC A117.1 604.9-WHEELCHAIR ACCESSIBLE COMPARTMENTS shear stress. A.Raised characters shall comply with section 703.3 and shall be duplicated in braille O A.Wheelchair accessible compartments shall comply with Section 604.9. Toilet 2.Shear force induced in a fastener or mounting device from application of 250 It. complying with section 703.4. Data, ANSI/ICC A117.1 404.2.7.1-DOOR CLOSERS ,a o GO PRE-MANUF.SIGN compartments shall comply with Section 604.9.2.1 or 604.9.2.2 as applicable. shall be less than allowable lateral load of either the fastener or mounting device B.Letter and numerals shall be raised 1/32",upper case,sans serif and shall be ANSI/ICC A717.1 3022-CARPET A.Door closers shall be adjusted so that from an open position of 90 degrees,the 4'Du.STEEL POST w/CAR or the supporting structure,whichever is the smaller allowable load, omponied by grade 2 Braille. A Carpel provided on a floor surface shall be securely attached;have a firm pad or time required to move the door to an open position of 12 degrees shall be 5 FINISH GRADE 36"MAX 36"MAX 3.Tensile force induced in a fastener by a direct tension force of 250 lb.plus the 1.Raised character height:g"'minimum to 3"plus i"per fool of viewing distance backing,or no pad;and have a level loop,textured loop,level cut pile,or level seconds minimum. ma mu moment from the application of 250 Ito.shall be less than the above 21 feet. t...t le texture. Maximum Ie thickness shall be 1 27.Ex...I wages of 24"MIN allowable withdrawal load between the fastener and the supporting structure. 2.Braille shall be contracted de 2;shall be located below title corresponding au/ u pi pi / p 9 SET POST IN CGNC. (Bra ) NELSON carpel shall be fastened to floor surfaces and have trim along the exposed edges. ANSI/ICC A117.1 404.2.72-SPRING HINGES -'� F, - 609.E Grab bars shall not rotate within their fillings. text. A.Door spring hinges shall be adjusted so that from the open position of 70 degrees, ',I xorE:INSTKL SIGN AT ALL ACCESSIBLE PARKING - 3.Pictograms shall be accompanied by the equivalent verbal description placed I'�. STALLS SPACES DEOGRATED FOR VAN PARKING SHW - - ANSI ICC At 17.1 609.5-ELIMINATING HAZARDS ANSI/ICC A117.1 30.3-GRATINGS the door shall move to the closed Position in 1.5 seconds minimum. _ / directly below the pictogram. .'I I- INVE ADMam-SIGN'VAN ACCESSIBLE"MOUNTED E A.Grab bars and adjacent wall surfaces shall be free of sharp b surfaces. A If gratings are located in walking surfaces or along accessible routes,then they shall LJ'. BESSRO Wm ON MILL OF BLDD WHEN POSSIBLE. a laden p or a rasive 1.The border dimension of the pictogram shall be G min.in height. Nelco Architecture,Inc. have spaces no greater than 1/2"wide in one direction. ANSI/ICC A117.1 404.2.8 and IBC with WA STATE AMENDMENTS-DOOR OPENING FORCE Edges shall be rounded. B.If gratings nave elongated openings,then they shall be placed so that the long A The m ximum force for pushing or pulling open doors shall be as follows: - - 54"MIN ANSI/ICC A117.1 703.3.12-FINISH AND CONTRAST a licensed affiliate of Nelson Worldwide,LIE Detail dimension is perpendicular to the dominant direction of travel. 1.Fire doors shall have the minimum opening force allowable by the appropriate 505 $ A.Characters and their background shall have a nonglare finish.Characters shall administrative authority. TILM 3g"_41• contrast with their background,with either light characters on o dark background,or /r♦ 1.Other doors Handrail to extend Handrail to extend !Z dark characters on a light background. (` YC/ u 305 CLEAR FLOOR SPACE a.Exterior hinged,sliding or folding door:10.0 Ito.max. horizontally at top horizontally at top and 36"MIN. b.Interior hinged doors:5.0 It.max. Bottom rail to provide extension bottom extension 4°MIN 4"MIN 12°MAX 42"MIN - ANSI/ICC A117.1 703.3.10&703.3.11-MOUNTING LOCATION AND HEIGHT(REFERENCE OCTAL) a r e h L [e e t s ANSI/ICC A117.1 305.2-SIZE AND APPROACH d.Interior ending folding doors:5.0 It.max edge protection , A.Minimum clear floor s ace fora wheelchair and,.,,,,Pont shall be 3(f wide x 4B' 9 or 9 42" 42" 12" 24" A.Characters and their background shall have a nonglare finish.Characters shall P P These forces do not apply to the force required to retract latch bolls or disengage If vertical Ns is greater contrast with their background,with either light characters on a dark background,or long.Clear floor space shall be centered on the element it serves. other devices that ma hold the door in a closed lion. Handrail n extend with than 6'then bottom rail wa.aae y posi Protruding D' n Prolrudin D' en Recessed Dis O dark characters on a light background. '1200 Fifth Avenue Exce lion:Interior or exterior automatic doors complying with Section 404.3 of ICC slope at bottom extension la de edge protection 9�e 9P penser A717 L provi g pro Below G b Barer Above G b Bare B.Where a tactile sign is mounted next to a door,it shall be placed to the latch sde Suite 1300 _ of the door wherever possible.Where a tactile sign is placed adjacent°doabedoor, Seattle,WA 98'IO'I307 PROTRUDING OBIECIS (REFERENCE DETAILS) 40B CURB RAMP$ (1)TREAD DEPTH 7' _ the sign shall be to the right hand door.If there Is no wall spare to the right, signs shall be placed on the Poorest adjacent wall.Exception:Door mounted signs ANSI/ICC A117.1 307-GENERAL ANSI/ICC A117.1 406-SLOPE(REFERENCE DETAIL) � 1'-0' 6L-Ul / shall be permitted on the push Side on the doors with closers and without hold open 206.408.8500 phone A.Objects projecting from walls(for example,telephones)with their leading edges A.Slopes of curb ramps shall comply with 406 devices. between 27'-BY'above the finished floor shall protrude no re than 4"into walks, B.Maximum to es of ad oinin here,road surface immediate) adjacent to the curb ANSI/ICC A117.1 605-URINALS C.Raised characters shall be 48"minimum above the floor,measured to the baseline pro s p j g gu y a I A.Accessible urinals shall c with Section 605. Side Wall Grab Bar for Water Closet Rear Wall Grab Bar for Water Closet d 60 maximum as measured Anrww.N ELSONOnIIne-cam halls,corridors,passageways,or aisles.Freestanding objects mounted on posts or amp,or accessible route shall not exceed 1:20. °mVY wi of the lowest raised character and 60"m m above the floor,m ured to the pylons may overhang 12'ma um from 27'-80"above the ground or finished 1'-6° baseline of the highest raised character. a 9 1 c / ( ) Handrail at Stair Handrail al Ram° ANSI/ICC A117.1 605.2-HEIGHT&DEPTH(REFERENCE DETAIL) D.Mounting location for such h II be so that a h within floor.Protrudin objects shallxnol reduce the clear width of on accessible route or ANSI ICC A717.1 406.4-WIDTH REFERENCE DETAIL g mono s o person may approach maneuvering space. A The minimum width of a curb ramp shall be 36',exclusive 1 1/2' 1 I/4"to 2" A.mnanalsurn. s stall(type or wool hung with a tapered, .,miinimdu him at 17 ,T of si thou)encounterin t d object. Standing within the s of ' e of flared sides. gnage wi g pro ru ing o jet s or s an ing wing ' m above the finished floor.The rim shall extend a,minimum of 13�'from 15"MAX a door. ANSI/ICC A717.1 406.3-SIDES OF CURB RAMPS(REFERENCE DETAIL) I the x wall. HAND SHOWER/ IBC with WA STATE AMENDMENTS 1101.2.6-INTERNATIONAL SYMBOL OF ACCESSIBILITY A If a curb ramp is located where pedestrians m t walk across the ramp or where it ANSI ICC A117.1-605.3-CLEAR FLOOR SPACE REFERENCE DETAIL 24'SLIDE BAR 4"MAX. EAR WIDT ANY AMOUNT z not protected by handrails or guardrails,it shall have flared sides;the m / ( ) A.Where the International Symbol of Accessibility is required,It shall be proportioned LOBBY- slope of the flare shall be 110 maximum A.A clear floor space 30'wide by 48"deep minimum shall be provided in front of complying with PNSI/ICC A717.1 Figure 703.6.3.1.All interior and exterior signs 602 DRINKING FOUNTAINS Hna�Secd.N ar Hal to On..forward approach. 36"MIN. depicting the International Symbol of Accessibility shall be white on a blue r 1.This space shall adjoin or overlap an ac essible route. .e had kground. i ' Adjoining Slope Shall 2.Urinal shields that do,at extend beyond the front edge of the urinal rim may _ 3"MAX. 1 111 Q, I J I M { Not Exceed 1:20 ANSI/ICC A117.1 602.1-GENERAL be provided with 29'clearance between them. - If x Is less than 48" f A.Accessible drinking fountains shall comply with Sections 602 and 307. 3.Urinals installed in alcoves deeper than 24"require a maneuvering area of al _ X W Then The Slope Of The Flare Flared side least 36"minimum wide,centered on fixture. I1\/II C fir,\ il 110Sides Shall Nol Exceed 1:12 ANSI/ICC A117.1 floor -CLEAR FLOOR SPACE "' 4 MAX s O ® VE vm WA.A clear floor space complying w/Section 305,positioned for a forward approach ANSI/ICC A117.1 605.4-FLUSH CONTROLS(REFERENCE DETAIL) b' •�L 1 35'rt11n to the drinking fountain,shall be provided. Knee&toe space complying with Contols shall comply with ANSI/ICC A117.1 309 OPERABLE PARTS n (�.I /RSection 306 shall be provided.The clear floor space shall be centered on the n < i` V"J�` ��I` drinking fountain. tEXCEPTONS: 48'MINDC DCI9lI \ CONTROL AREA 7 O Ramp(1:12 M x SIODe) 1.Drinking fountains for standing persons 608.3.1 Side Wall Grab Bar for Showe 608.3.1 Rear Wall Gob Bar for Shower Shower Floor Plan/Seater Leper&numbers on signs shellhave a width - T 1 Shall Have Detectable Warnings 2.Or fountains primarily for children's use. d,� to height ratio of between 3:5&,,I and 1 - 308&30R REACH RANGES AND OPERABLE PARIS and canlrasting color. 3.In existing building,existing drinking fountains Providing a parallel approach L" __ 91.` G stroke-width to height ratio between F r complying w/Section 305,centered on the drinking fountain shall be permitted. =o L 610 SEATS 1:5&1:10. Lepers and numbers shall be raised Q /Vs� ANSI/ICC A117.1 308-HEIGHT (REFERENCE DETAIL) �l/��lll ///1:10 Max.slope 4.Where specifically permitted by the administrative authority,a parallel approach a 1/32",upper case,sans serif or simple serif A Unobstructed front h-48'Oil l0 15"m n.A.F.F.Controls located in an Standard Curb Ram° shall be permitted that replace existing Parallel approach drinking fountains. 'E o ANSI/ICC A117.1 610.2-SHOWER COMPARTMENT SEATS type and shall be accompanied with 1 Z approac 36" Min. .e 14"MIN A The height of the shower compartment seals shall be 1T minimum and 19" grade 2 Braille,raised characters shall be at J alcove>24"deep must have 36"clear floor 5'nniih. No Exg Slope Shall AN9/ICC A117.1 602.3-OPERABLE PARTS I maximum above the bathroom floor measured to the tap of the seat. least 5/8'-3'high plus 1/8'per foot of B.Unobstructed side approach-48'max.l0 15' min.A.F.F.Controls located in an No Exceed 1:20 �= �e"' ® viewing distance above 21 feet. Q J alcove>757 deep t have 60"clear floor width. A.Operable parts shall comply with Section 309. B. Allowable stresses shall not d exceeded for materials used where a vertical or wi q T M: p must horizontal force of 250 pounds is applied of any point in the seat,fastener /R O C.Electrical&cam unic.lion system receptacles shall be mounted no less than 15" AN51/ICC A117.1 602.4-SPOUT OUTLET HEIGHT mounting device or support structure. Fl}Bm0}IOn0 Symbol �"LI V above the floor.m Location of Typical A,Wheelchair accessible stock outlets shall be 36 inches m .off.Standing Y ^' Parking Access Aisle p g pere0" fi06 LAVATORIES of Accessibility `V j spout outlets shall be 38 inches min.&43 inches max,aaff. Y 00 ANSI/ICC OA117perable its h OPERABLE PARTS Operable parts shall be operable with one hood and shall not require light grasping, ANSI/ICC A117.1 606.3&606.2-HEIGHT&CLEARANCES(REFERENCE DETAILS) ANSI/ICC Al Iplut shal02 5l -SPOUT LOCATION A.Lavatories shall ed mounted with the LOU or counter surface no higher than 34" ANSI/ICC When quire -GENERAL pinching,or twisting of the wrist.The force required to activate operable parts shall be Ramps(1:12 Max.Sloyea p,Spout shall be located 15 inches con.from the vertical support and 5 inches max. above the finished floor. A.When d,visual alarms shall be dad in each of the followin a light switch 6" MAX S.OIbs maximum. 1:12 Max.slope .Snail Have Delectable W rnings from the front edge of the drinking)fountain,including bumpers. minimum provi ti r Thermostats,no Curb Rome Parallel to Curb d can,_ color. 1.Lavatories shall extend minimum from the wall. minima rest moms and any other general usage ar as(e.g.,meeting rooms),a z Note: n Slope is 120 or less 2.Cleaonce of 2T minimum shall be provided from the finished floor to bottom of hallways,lobbies,and anyother area far common use. Detail contrasting color or texture AN9/ICC A117A 602.6-WATER FLOW apron. J w No required A.Spout shall provide a flow of water 4 inches min.in height. The angle of the water 3.Knee clearance of 2T high m nn m shop extend 8"minimum under the edge of Accessible audible and visible alarms and notification appliances shall be installed in m o m stream from spouts within 3 inches of the front of the drinking fountain shall be 30 mimu a imam accordance with NFPA 72. H ax the lavatory,36'wide m and 19"deep mdegrees m and from spouts between 3 inches&5 inches from the front of theno 4.Toe clearance of 9"m m shall be providednf.r the full depth of theANSI/ICC A117.1 406.10-DIAGONAL CURB RAMPS drinking fountain shall be 15 degrees max.,measured horizontally relative to the NFPA 72-AUDIBLE ALARMS a lavatory. o w - 0 6 A.If di.anal curb ram shave retained curbs ar other well-defined ed es such ed es front face of the drinkin fountain.g p 9 g 9 A.If provided,audible alarms shall produce a sound that exceeds the prevailing o shall be parallel to the direction of pedestrian flow.the bottom of diagonal curb maximum equivalent sound level in the room or space by of least 15 dba or exceeds any i a o ANSI/ICC A117.1 606-DEPTHamps shall have 48"mi m clear space outside active traffic tones of the 5"MAX 15"MIN maximum sound level with t duration of 60 seconds by 5 dba,whichever is louder.0 0 o muz r A.Each sink shall beam m of 6-I/Y deep.'^ b oroadway.If diagonal curb ramps are provided al marked crossings,the 48"clear B.Sound levels for alarm signals shall not exceed 120 dba. wIspaceshall be within the markings.If diagonal curb ramps have flared sides,they r----- --- E in each side I _ NFPA 72-VISUAL ALARMS Convenience OutletsCONSULTANT shall also have al least a 24' long segment°f straight curb located on Dean Data,Tel.,Etc. of the curb ramp and within the marked crossing. I m o A.Vsual alarm signal appliances shall be integrated into the building or facility alarm c _____ a system.If single station audible°tarns are provided then single station visual alarm FULL LENGTH ANSI/ICC A117.1 406.11-ISLANDS E16 E1T MIN \ signals shall be provided. � MOP/BROOM STAINLESS SOLID HAT/COAT A.Any raised islands in o sings shall be cut through level with the street or curb visual Alarm appliances shal have the fallowing features:MIRROR HOLDER STEEL PLASTIC HOOK rompsofboth sdes andsa level area at least 46'long and 36"mi imamwde / r-- 1.The lamp shall be a xenon strobe type or equivalent. ANSI/ICC AT 17.1 804.5.E-REFRIGERATOR/FREEZER SHELF BENCH between the curb ramps in the part of the island intersected by then crossings. Forward Approach - - leoe O 2.The color shall be clear n nominal while(i.e.unfiltered or clear filtered white Combination refrigerators and freezers shall have at least 50%of the freezer _ z _ floor light). compartment shelves,including the bottom of the freezer 54 inches(1370mm) 803 TOLET ROOLLS P 3.The maximum pulse duration shall be two-tenths of one second with a maxima maximum above the floor when the shelves are installed of the maximum heights 41O PLATFORM LIFTS Ls ad duty cycle of 40%. (The pulse duration is defined as the time interval bst.... possible in the compartment.A clear floor space,positioned for aparallel approach ANSI/ICC A117.1 603.22-DOORS 19"MAX initial and final points of 10%of max signal) to the space dedicated to a refrigerator/freezer,shall be provided.the centerline of the 403 ACCESSIBLE ROUTE-WALKING SURFACES ANSI/ICC A717.1 410.1-GENERAL A.Doors shall not swing into the clear floor space or clearance for any fixture. w 4.The intensity shall beam m of 75 candela. clear floor space shall be offset 24 inches(610 min)maximum from the centerline of A.Platform lifts shall comply with Section 410 and AIMS A18.1 listed in Section 8'MIN ,MAX 45'MIN 5.The flash rate shall be a nnumum of 1 Hz and a maximum of 3 Hz the dedicated IBC 1104-LOCATION 105.26.Plalforn lifts shall not be attendant operated and shall provide unassisted ANSI/ICC AT IDA 603.2-CLEARANCES space. A.Al least one cessible route within the site shall be provided from public entry and exit from the lift. A.The accessible fixtures and controls required sholl be on an accessible route.An 1T MIN 6.The appliance shall be placed 80"above the highest floor level within the space lransportaliont stops,accessible parking and accessible passenger loading zones,and unobstructed fuming space complying with 304 shall be provided within an cessible or 6'below the ceiling,whichever is lower. public streets or sidewalks to the accessible building entrance served. ANSI/ICC A117.1 410.2-LIFT ENTRY toilet room.The clear floor space al fixtures and controls,the accessible route,and .In tinge rooms and spaces exceeding 100'across,without obstructions 6' BO2 DINING SURFACES&WORK SURFACES A.lifts with doors or gales shall comply with Section 410.2.1.Lifts with ramps shall the turning space may overlap,however;the only turning space provided shall not be above the finished floor,such as auditoriums,devices may be of,,,around the ANSI/ICC A117.1 403.5-CLEAR WIDTH comply with Section 410.2.2. located within a stall. perimeter,spaced a maximum 100'apart,in lieu of suspending appliances from ANSI/ICC AT 17.1 902.2-CLEAR FLOOR SPACE A.The minimum clear width shall be 37 of a point for a max.length of 24"and 36" the ceiling. A.A clear floor space complying with Section 305,positioned far a forward approach, t-l continuously,per Table below. ANSI/ICC A117.1 410.2.1-DOORS AND GATES ANSI/ICC A117.1 603.3&606-LAVATORIES AND MIRRORS \\ 7.In parents,no place in any room or pace shall be more than 50'from the shall be provided.Knee and toe clearance complying with Section 306 shall be '!A.Doors and gales shall be low energy power operated doors or gates complying with A.If lavatories and m.tuns are provided,then at least one of each shall comply \ signal(measured in a horizontal plane). provided.Secton 4043.Doorsshall remain open for 20 seconds m'n mum.End door clear with 603.3&606.IAccessible lavatories and m s shall not be locatedwithin toilet ® - 8.No place in common corridors or hallways shall be more than 50'from the opening width shall be 32 inches minimum.Side door clear iopening width shall be stalls unless other accessible lavatories and manors are provided in the toilet room. signal. ANSI/ICC A117.1 902.4-HEIGHT42 inches minimum. b 9A.The lops of accessible tables and counters shall be 287 minimum,and 3eException., ANSI/ICC A717.1 603.3-MIRRORS(REFERENCE DETAIL) - - 4 n b maxim ,above the finished floor. leas Uan or J7 Lifts serving two landings maximum and having doors or gates on opposite sides A.Mirrors shall be mounted with the bottom edge of the reflecting surface 4T 'o, WHERE APPLICABLE u egapl to:24' shall be permitted to have self closing manual doors or gales. maximum A.F.F. Mirrors not located above I...toreis,sinks or ...tars shall be A.Signs which designate permanent rooms and spaces shall comply with the 910 BI7�DNE$m greakr roan:24' J6 mounted with the bottom edge of the reflecting surface 35"maximum above the requirements listed below for: ANSI/ICC A717.1 410.22-RAMPS floor. N N 1.Raised and Braille Characters,and Pictograms A.End ramps shall be 32 inches mimmum in width.Side ramps shall be 42 inches 2.Finish and Contrast ANSI/ICC A117.1 903.2-CLEAR FLOOR SPACE IBC with WA STATE AMENDMENTS 1101.2.1-CLEAR WIDTH minimum in width. 804 M01TF1t a m&TOILET $ WALL MOUNTED LAVATORY MOUNTED N Exce lion:Em to tie name a not d to cam A.a clear floor space complying with section 305,positioned for parallel approach to Submittals/Revisions: LAVATORY COUNTER p p r signs ar require py the bench seat shall be provided. A.Clear width of an accessible route shall comply with Table above.For exterior routes ANSI/ICC Al 17.1 410.3-FLOOR SURFACES ANSI of travel,the minimum clear width shall be 44". /ICC A117.1 604.3.CLEARANCES WHERE APPLICABLE ANSI/ICC A117.1 903.3-SIZE 05 15 2019 BUILDING PERMIT A Floor surfaces of platform lifts shall comply with Section 302 A.Clear floor sound for water closets note stalls shall be provided as follows: gNSI/ICC HAl ot 606.E-EXPOSED PIPES AND SURFACES A.Signs which provide direction to,or information about,functional spaces of the inimum minimum ANSI/ICC A117.1 4D3.52-PASSING SPACE Clearance around a water closet shall be 60'm width,measured A.Hot cold water and drain pipes under lavatories shall be insulated or otheaise building shall comply with the requirements listed below for: A.Benches shall have seats 42°m in length and 20'm and 24" A.If an ac essible route Is less than 60'in width,then of al least ANSI/ICC The clearance rance-PLATFORM TO RUNWAY CLEARANCE dicular from the sidewall. Clearance around the water cl...teShall be Sri' 1.Character"'a" ro rtion maximum in depth. passing spaces perpen configured to protect against contact. P° 60"x60'cshall be provided at 200'max A.The learance between the platform sill and the edge of any runway landing shall be minimum in depth,measured perpendicular from the rear wall. Reference Detail Dora 2.Character Height provi .spacing. p e ( ) B.There shall be no sharp brasive surfaces under lavatories. 9 B.The minimum clear width for two wheelchairs to pass is 60' 1 1/4 inch maximum B.No doorswings are allowed in clear floor area. 3.Finish and Contrast ANSI/ICC A117.1 903.4-BACK SUPPORT ANSI/ICC A117.1 606.4-FAUCETS Exception: Building directories,menus,and.II other signs which are A.The bench shall provide for bock support or shall be fixed to a wall.Back support ANSI ICC A117.1 307.2 ANSI/ICC A117.1 410.5-CLEAR FLOOR SPACE 56'MIN.(WALL MOUNTED W.C.) A.Controls shall be tole with one hand and shall not re ulna tight temporary are not required to comply. shop be 47 nnnimum in length and sholl extend from a point 2"maximum above the opera q g grasping, A.Clear floors ce of lalfortn lifts shall cam with Section 305. seal surface to a ins IT above the seat surface. IBC 1009.2 and 1011.3 W D PY 59 MIN.(FLOOR MOUNTED W.C.) pinching,or twisting of the wrist. p° A.Accessible routes shall have 80"min.clear head room. B.The force re aired to activate controls shall be no realer than 5 It. WHERE APPLICABLE REFERENCE DETAIL q 9 A.Element and f accessible facilities which shall be identified b the ANSI/ICC A717.1 410E-OPERABLE PARTS 47 MIN. 12"MAX C.Lever-operated,push-type,and electronically controlled mechanisms are examples of spaces o y ANSI/ICC A117.1 403.3-SLOPE A.Controls for platform lifts shall comply with Section 309. acceptable designs. International Symbol of Accessibility are: 905 A.Running slope shall net exceed 1:20. D.If self-closing valves are used the faucet shall remain open for 10 seconds 1.Parking spaces designated as res rved for persons with disabilities. B.Cross slope shall not exceed 1:48 minimum. 2.Accessible passenger loading zones. ANSI/ICC AT 17.1 905.2-CLEAR FLOOR SPACE 504�5M PARING AND PASSENGER LQVI IG 70N6 - 3.Accessible entrances when not all are accessible(inaccessible entrances shall have A clear floor space complying with Section 305 shall be provided. tV 6 MAX. ANSI/ICC At 17.1 603.6-OPERABLE PARTS directional signage to indicate route to nearest accessible entrance). ANSI/ICC A117.1 502-PARKING SPACES J I I -- 4.Accessible toilet and bathing facilities when not.II are accessible. ANSI/ICC A117.1 905.3-HEIGHT A.Operable parts on towel dispensers and hand dryers shall comply with Table below. 9 A.Accessible car parking spaces shall be 96"minimum in width.Van parking spaces �� I - Accessible storage elements shall comply with al least one of the reach ranges specified 104 000� shall be 132'minimum n width. Maximum 0.5' 7 5' 6 Y ANSI/ICC A117.1 703.24-CHARACTER HEIGHT(REFERENCE DETAIL) in Section 308. ANSI/ICC At 17.1 404.2.1-DOUBLE-LEAF DOORWAYS EXCEPTION:Van parking spaces shall be permitted to be 96'minimum in width D neacn ttPtn Height:The uppecase letter'I'shall be used to determine the allowable height of all A Doorways with two independently operated leaves shall have at least one active leaf where the adjacent access aisle is 96"minim width. < j - Maximum 46 qp. ♦S qO. aK yq" minimum maximum. ANSI/ICC A117.1 905.4-OPERABLE PARTS requirements B.Parking access aisles shall be 60'wide.Van accessible access aisles shalt be 96' ___ I L -__ characters of a font and shall be a m'' m f and 2'm that meets the is in 4 pent and leaves Reach Heigh ° Operable parts of storage facilities shall comply with Section 309. wide. EXCEPTION:Where separate tactile and visual characters with the same information are Sheet Title: ANSI/ICC A117.1 404.2.2-CLEAR WIDTH C.Surface slope shml not exceed 1:48 in all directions Detail m add,the height of the tactile letter"F shall be lied to be ACCESSIBILITY GUIDELINES A Doorwa s shall ds a clear o enin of 32"min mum,with the door open 90. LLD dun ramp may an occ par q access M minVmum g upper case perms }" y provi p g p (Note:no built b be located in essible kin 6' IN. 600 GRAB BARS 1.Clear opening shall be measured between the face of the door and opposite slop. aisle.) TOILET PARTITION TOE CLEARANCE] 2.Openings more than 24"ensdepth shall provide a clear opening of 36"m ANSI ICC A117.1 703.2.5-CHARACTER WIDTH CLEAR FLOOR SPACE ? Inimum. ANSI/ICC A117.1 604.4-HEIGHT(REFERENCE DETAIL) ANSI/ICC A117.1 609.3.2-SIZE AND SPACING / A Floor space shall comply with ANSI ICC A117.1 305 to allow a forward,parallel ANSI/ICC Each 502.7-parking E(REFERENCE DETAIL) A.Width:The letter"O"shall be used to determine the allowable width of oll / taro e A.The height to the lop F the toilet seat shall be 17'-19°above floor. A.Diameter or width f rface shall be 1-1 4 l0 7,or the ha shall uppercase h or both. ANSI/ICC A717.1 40423-MANEUVERING CLEARANCES AT DOORS A.Each accessible parking space must have individual vertically mounted or suspended o gripping su /" shape s a characters of a font,and shall be 55%min and 110%max.of the hei hl of the approac Date: 05 15 2019 Provide level 1:48 So slope)and clear m a al doors as follows: Required van accessible spaces must be designated. 1.Seals shall not be sprung to return to a lifted position. provide an equivalent gapping surface. 9 ( a s p) one v ing are sign. q n occ D 9na uppercase'I"of the font. HEIGHT A Front approach pull side-60'm width&u18"min.beside strike edge B.Characters and symbols on such signs shall be located 60'minimum above the 1.The space between grab bars and adjacent walls shall be 1-1/2" Front approach push side-46'min width& O'beside strike edge ground. ANSI/ICC A117.1 604.5-GRAB BARS(REFERENCE DETAILS) A.Operable parts shall be placed within one more of the,each ranges specified in Design: (12'®strike if door has both a closer and a latch) A.For water closets not located in toilet stalls,the following grab bars shall be ANSI/ICC A117.1 section 308,summarized earlier in this sheet. o. B.Hine side approach II side-60"min.width;36'min.beside strike edge or- ANSI/ICO A117.1 503.5-VERTICAL CLEARANCE provided,33'-36'above the finish floor g throat pull 9 1.Side wall hodz°ntal: 42"in length minimum,12'max from rear wall,extending Drawn: i 54"min.width;47 min.beside stoke edge A.Provide minimum vertical clearance of 114"at accessible passenger loading zones Hinge side approach push side-42"min.width&27 min.beside hinge edge and along at least one vehicle access route from site entrances and exits. 51r min.from rear wall e e THIS SHEET IS PROVIDED FOR YOUR CONVENIENCE. IT CONTAINS SELECTIONS FROM THE m' 2.Side wall vertical: 18"in length minimum,bottom of bar loc°tdd 39°min/41" c� Pro ect No: (48'min. width if door has both closer and a latch) ® CURRENT ACCESSIBILITY REFERENCED STANDARDS(2015 IBC CHAPTER 11 WITH WA STATE 1 16-056 ANSI ICC A117.1 503-PASSENGER LOADING ZONE ri x.above the floor,centerline 39"mini/41"max from rear wall C.Latch side approach pull side-48°min.width and 24°min.beside strike edge / 3 e AMENDMENTS AND ANSI/ICC A117.1),BUT IS NOT INTENDED TO BE A COMPLETE OR T• A.Passenger loading zones shall de on access aisle at least 60"wide and 20 fl 3.aBack wall:36'in length minimum extend from centerline of water closet 17 u is min.width if door has a closer) 9 9 o provide min on in eD b x .a x .b x EXHAUSTIVE COPY OF THE CURRENT ACCESSIBILITY STANDARDS. Latch side approach push side-427 min.width and 24'min.beside strike edge long adjacent and parallel to the vehicle pull-up space.If there are curbs between side closest to the wall,24°m on transfer side. ® a, d, t,i Approved: 5� , (48'min.width if door has a closer) the access aisle and the vehicle pull-up space,then a curb romp complying with ih 4.7 shall be provided.Vehicle standing spaces lid access aisles shot be level with ANSI/Icc A117.1 604.6-FLUSH CONTROLS Building N0: ANSI ICC A117.1 404.2.4- THRESHOLDS AT DOORWAYS surface slopes not exceeding 1:48 in all directions. A.Flush controls shall be hand operated or automatic,and located on the open side of E / the water closet. Hand operated flush controls shall comply with Section 309. A Maximum threshold height:1/27. Raised thresholds and floor level changes shall be R-TOILET SEAT R-PAPER TOWEL S-ELECTRIC R-PAPER R-SANITARY R-WASTE T1.2 Cc beveled with a slope no greater than 1:2 IBC with WA STATE AMENDMENTS 1101.2.5-FLUSH CONTROLS COVER DISPENSER WASTE HAND DRYER TOWEL NAPKIN RECEPTACLE A.Hand operated flush controls shall comply with Section 309,except the / Sheet N0: 92 maximum height above the floor shall be 44'. DISPENSER RECEPTACLE DISPENSER DISPENSER 3 COPYRIGHT CRAFT ARCHITECTS 2018 NW 1/4 AND SW 114 OF SEC.14,T31 N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA G AYT E WAY BUSINESS PARK PROPERTY INFO -_ o a P �F S. OQ' �F wASiyi cL�'�i ADDRESS: 20015 67TH AVENUE NE "'°``""* p"� e ARLINGTON,98223 k i — BUILDING 'B' S I T E W O R K PARCEL NO: 31051400200700 204111 ST.NE M9 p,p„a assas AL ZONING: GI-GENERAL INDUSTRIAL 0 "u.,.�V �S`s/ANAL ECG\ AIRPORT DISTRICT: SUBDISTRICT'C' ` s PROJECT DATA SITE LOT 2 PARCEL AREA: 153,381 SF=3.52 AC �-• DISTURBED AREA: 3.79 AC PROPOSED IMPERVIOUS AREA: 139,357 SF=3.20 AC PERCENT IMPERVIOUS: 84%(WITHIN DEVEL.AREA) BUILDING SETBACKS: FRONT: 25' VICINITY MAP SIDE/REAR: 5' SCALE: N.T.S. N -= BUILDING AREA: 63,691 SF PROJECT TEAM 67TH AVENUE NE CIVIL ENGINEER ccouecroarn,Eauy __ SENSTIVE AREAS WETLANDS: NO ° ° ° — / TERRAFORMA DESIGN GROUP,INC. 5027 51ST AVE.SW,SEATTLE,WA 98136 WITHIN FLOOD PLAIN: NO CONTACT: PEDRO DEGUZMAN,PE F5 wo -g..B - --- __ __ EMAIL: pedro@terraformadesigngroup.com _ OWN DEVELOPER 9 7�� , \I L _ T4 I r REQUIRED PARKING: GAYTEWAY LLC N i - - n._,. 5 OFFICE 9554 SF*1/800 SF 12 845 106TH AVE.NE102,BELLEWE,WA 98004 WAREHOUSE. 54,136 SF @ CONTACT. CHRIS GAYTE ➢ I l I♦ _ ' - - - I MAX'O CY 113 EMPLOYEES YE ES PHONE (2 06)240-9739 ® REQD STALLS 57 - SPACE 2 EMPLOYEES) ARCHITECT a o " -•�- .. - - CRAFT ARCHITECTS,PLLC {4 I TOTAL= 69 STALLS CONTACT: ERROL RAMIREZ PROVIDED PARKING: 69 STALLS PHONE. (206)720 7001 I g l 1 BUILDING'C'UNDER I BUILDING'B' O 3 P /. I REQUIRED BICYCLE STALLS=69*107=7 STALLS LANDSCAPE ARCHITECT +:.I SEPARATE PERMIT. BUILDING'C' j o I PROVIDED BICYCLE STALLS=8 STALLS TERRAFORMA DESIGN GROUP,INC.TO BE CONSTRUCTED -"°° i ,- ,�000 d I I CONTACT: AKEMI SAKAIDA,LA SIMULTANEOUSLY J L. EARTHWORK QUANTITIES: �1 g PHONE: (206)795-7901 O o 3 APPROX.UNSUITABLE EXPORT=3254 BCY WITH BLDG'B' EMAIL: akemi@terraformadesigngroup.com 0 ., I I _ - SUBGRADE CUT- 4374 BCY u �I n I J ❑ *U OR D RMIT USE ONLY L 774 BCY LOT 2 P - a c� z w I I LOT 1 ° ; — ° 0 0' GOVERNING AGENCIES LLI U) = I I 11 I a SITE.GRADING.DRAINAGE. GAS LOT I WATER SEWER PUGET SOUND ENERGY A U - 18204 59TH AVENUE NE PHONE. ( ) 24-6685 a CITY OF ARLINGTON CONTACT: ERIC LIAW 425 4 ----- ° ARLINGTON,WA 98223 '• PHONE (360)403-3551 CABLE , '—.. COMCAST POWER CONTACT: CASEY BROWN a SNOHOMISH COUNTY PUD PHONE: (425)754-0064 EMAIL db ood@s p com NORTHERN P �_„ o CONTACT:(360)4D35o0705d08 PROJECT #18005 ACIFIC RA1LR0 _ / „gym• _ DRAWN BY: Ap o _ SHEETINDEX PAD CHECKED BY. o C1.1 CIVIL COVER SHEET C1.2 CIVIL SITE PLAN PAD C1.3 TESC PLAN Y „osa,p E C1.4 GRADING PLAN Off _ —0--0 ------ C1.5 STORM PLAN a ° 0—°-0� o C1.6 WATER & SEWER PLAN U 3 7 _ - — 0 9 J C1.7 WATER & SEWER PROFILES U) J o C1.8 UTILITY PLAN U) J z — _ C2.1 SITE DETAILS Lu m } J _ C2.2 TESC DETAILS Z Ur Q - C2.3 STORM DETAILS U) Z C2.4 STORM DETAILS Z:) LLJ C3.1 ROAD DETAILS m C3.2 STORM DETAILS w C3.3 WATER DETAILS Q Q C3.4 WATER DETAILS AS-BUILT DRAWING APPROVAL m C> SITE MAP C3.5 WATER DETAILS L C3.6 SEWER DETAILS THIS PLAN SET HAS BEEN REVIEWED AND APPROVED w O PER THE CONDITIONS ON THE TITLE SHEET. Z C3.7 SEWER DETAILS � C3.8 CITY STANDARD NOTES L1.1 LANDSCAPE PLANTING PLAN BY: L1.2 LANDSCAPE DETAILS & NOTES City Engineer,CITY OF ARLINGTON SHEET TITLE DATE SITEWORK ao so 120 BINDING SITE PLAN SV1 SITE MAP (SURVEY) CONSTRUCTION DRAWING APPROVAL SV2 SITE MAP (SURVEY) COVER SHEET 1 inch= 60 ft. TO BE PROVIDED SV3 SITE MAP (SURVEY) THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED SV4 SITE MAP (SURVEY) PER THE CONDITIONS ON THE TITLE SHEET. SEPARATELY BY: SHEET NO. City Engineer,CITY OF ARLINGTON /� DATE: I THIS APPROVAL VALID FOR 18 MONTHS I NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 67TH AVENUE NE LEGEND a P. De�L COLLECTOR ARTERIAL) EXISTING PROPOSED PROPERTY LINE woe~of WASH/c?� - E RB CUT, _, -' C RB'CU . •CURB 1-- �1 "�� - .,,�_C _ o - R.O.W.CENTERLINE z -- 2, 34 EASEMENT F`rS'pNALE�C' zV e.nn 55+00 6 58+00 21 31 v 59+00 A.C.PAVING-LIGHT DUTY 3/1/19 I-30'DRWY.-I 1288.36' 22 20 32 > 20 [ --- GUTTER --- --_--- -------�---- Ex.GRASS w TREES L Rv �.0 ,.,�+ - Ego _ -= A.C.PAVING-RIGHT-OF-WAY B 18 .w�� E%.ASPHA EX.ASPHALT TRAIL 127 6 Dry 23 1 8 'L.' ..R. . 0 CONCRETE _ ..,..y.. .....ywww- _..,...-_ 27 -o _ ��r� _ ss. _ 25 �� RETAINING WALL p , 9.0 i- 10 _A L C - tO TY.�LS� LSC P .' 6Dtt 32 I� LSC 13 LSC© S ® � ,® LSC '.LSC b 5 3 LSC 24 30 25'BLDG SETBACK J �: y � 529' 2DQ: 33 0 EL 532 s4o' 6 36.0' d1 s' - -- F o'---6'- _..o'.- �.'1' 2e `' ` SITE PLAN NOTES > ::.: 3 2A 29 3 2A 19.8' 10 p: EX.BLOCK WALL TO BE v B 8' 8' 8' 8 4 EX.BLOCK WA& 1 CONC.CURB RAMP(CENTERED)PER DTL.1/C2.1 57 7 18 0' 27 0 865' RECONSTRUCTED. -�� 2Z0 �L7.c 2 CONIC.CURB RAMP(PERPENDICULAR)PER DTL 2/C2.1 7 2 O 40.8' 2 Dry (DESIGN BY OTHERS) 13 3 CONC.CURB(CAST-IN-PLACE)PER DTL.3/C2.1 __.. 13 LSC 9 _ • e LSC ....................... e ( _.. ::.z:: L . - N o 4 HANDICAP STENCIL PER DTL 4/C21 __. ...... 3 ��_� r•'. - . . . ram -�� LSC - LSC LSC 3 7 5 CONC.CURB&GUTTER PER DTL.5/C2.1 F5 6 13 6 PARK PLEASANT HOME 6 MONOLITHIC CONC.CURB&SIDEWALK PER DTL.6/C2.1 1� 0 13 13 3 13 p pry p Dry; 10 z: 1' ARK 7 CONC.WHEELSTOP(6-FT LONG)PER DTL.7/C2.1 .. 1 7TH AVE. NE 8 ASPHALT PAVEMENT SECTION PER DTL 8/C2.1 m ��-26.0" °140' SAWCUT&SEAL LINE Z NED 'GI' 9 BOLLARD PER DTL.9/C2.1 � 5 BUILDING 'BI D 10 2-BIKE RACKS PER DTL 10/C2.1 a SC 7u 11 HANDICAP PARKING SIGN PER DTL.11/C2.1 o F E hi. FF=130.00 AISLE GRADE IS 12 CONIC.SLAB-HVY.DUTY PER DTL.12/C2.1 z BUILDING C 9 8'T030"BELOW FF=133.00 3 D FFELEV 00 3 CONC.WALKWAY-NO CURB PER DTL. 13/C2.1 0 14 CONC.EXTRUDED CURB PER DTL.14/C2.1 V D 15 ASPHALT THICKENED EDGE(UNLESS BLDG'B'BUILT SIMULTANEOUSLY) 3 n z 16 TRASH ENCLOSURE PER ARCH.PLANS o n d m � ® 17 CAST-IN-PLACE CONIC.WALL PER ARCH.PLANS O D "� 18 METAL SCREEN PER ARCH.PLANS w �' C N o2'Oo'4a"E 19 5'x5'CONIC.ENTRY(1.5%SLOPE). CONC.PER DTL.12/C2.1 5 LOT 2. . . . _ .A 29 -_ 20 REMOVE EX.CONIC.DRIVEWAY - aO.7 ��111 z = 21 SAWCUT&SEAL LINE. PAVEMENT PATCH PER CITY STD.DTL.R-140 IY 26 0' e 20 0' ° ° 22 NEW CONC.CURB&GUTTER PER CITY DTL.R-180 o 3pip LLI 23 DEMO EX.DRIVEWAY W LOT 1 "� M p RESTORE PLANTER WITH 2"MULCH OVER 8"TOPSOIL A U z 24 NEW CONC.DRIVEWAY APRON PER CITY STD.PLAN R-220 a SC 25 NEW ASPHALT PAVING FOR TRAIL PER CITY STD.DTL.1/1.2 METAL STAIRWAY g - PER ARCH.PLANS 26 CONC.SIDEWALK PER CITY STD.DTL R-170 _ 3 - _ _REMOVE LOT LINE _ - _ _ -_ - 27 PEDESTRIAN LIGHT BOLLARD PER ARCH.PLANS z J 5 I 28 TEXTURED CONCRETE AT DRIVEWAY CROSSING o •°• 4'X4'CONC.SCORING PROJECT NO 29 4' WHITE STRIPING(TYR) TDG#18005 .... 19....�3 24 8 a 248' I 30 STOP SIGN PER CITY STDS.&18' WIDE STOP BAR DRAWN BY: ^150. 50' 12 •g: 17 •g.o 12 III y 31 NEW CONIC.V-GUTTER PER DTL 15/C2, PAD ®` CHECKED BY: TRANSFORMER " "- 9 � I 32 NEW CONC.RAMP FOR TRAIL PER DTL.16/C2.1 PAD I" 13 - �: 'III F "' __ __ 33 REPLACE EX.ASPHALT DRIVE. PAVEMENT SECTION PER DTL.8/C2.1 17. _ DEVELOPER SHALL SECURE AGREEMENT WITH NEIGHBOR. Y El a, LSC LSC V �� 34 SAWCUT&REMOVE PORTION OF EX.DRIVEWAY FOR UTILITY CUT. LSC LSC I (AS NECESSARY). REPLACE PER CITY STD.DTL.R-230. Q m . N 9 � r 3 ,n 3._ �� 3 � o 6 12-5 -27 0- C _ J m m _ $ LLJ - � N s e 28 b I � Z 3.04 •' I Q W F--- ILL]N 1o•ss'10 e J --- w 3 z -5 NDRosEED 3$jT AS-BUILT DRAWING APPROVAL m L THIS PLAN SET HAS BEEN REVIEWED AND APPROVED Lli O T ----- -"••ram-H1DRgSE-� ----- - - - ------------ PER THE CONDITIONS ON THE TITLE SHEET. } BY: CD �� Do City Engineer,CITY OF ARLINGTON o Z SHEET TITLE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY _ DATE: CIVIL o ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES V L a BEFORE COMMENCING WORK. - .,' -�.` CONSTRUCTION DRAWING APPROVAL SITE PLAN EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR SHALL FIELD VERIFY EXISTING °�-0---____ 40ND o GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. _ ° -°-__--- - I.. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. CALL AT LEAST 2 WORKING 1 n.n= 30 rt. BY: SHEET NO. DAYS BEFORE YOU DIG city Engineer,CITY of ARLINGTON /1 LL CALL'811' DATE: ICJ .L THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 67TH AVENUE NE LEGEND CP29-03;MAGAWA p P OeG (COLLECTOR ARTERIAL) N a3zsTs.am FILTER R FABRIC FENCE PROPOSED Q of wAsgryL�� _�.-'.-�-- - 'BUR _ RB 'I _ __ __ __ PROPERTY LINE E 132 679 4 49 cuT ELEv 12 a PER DTL 2/C2.2 a.i R.O.W.CENTERLINE �dTJ+-AH€k-NE-PIE c_ __c----c----c ___c----c-�--c----c----c----c----c-----c----c-- "k�-a c____c--- c----c __ c----c----c----c-- -c----c----c----c----c----c-_--c _ _ _ _ _ — EASEMENT FSg ONAL _ +nn 5 DO _ 6 58+00 59+00 100 GRADING CONTOUR CB INLET FILTER(TYP) -I 1288.36' —INSTALL CB INLET FILTER --8 -- WATER MAIN 3/1/19 PER DTL 4/C2.2 '` ��- AT DOWNSTREAM CB 8 �- SEWER MAIN _ __ __ - c, — L..=- - ----�-� --12 - STORM DRAIN Y2 CB INLE LFlT TER(11P) CLEARING&GRADING LIMITS - — — — _- --....— � — — ) � c' 0 �0 C2.2 YJ FIRE HYDRANT %� — / - -•'- — mm. .-.� ri �__— — — — — — —� o - PER DTL.4 BE WATER METER _a FILTER FABRIC FENCE -- O N O PER DTL. 2/C2.2 128— D4 GATE VALVE 50' �j F I i� coo NEIGHBOR DRIVEWAY Q SEWER MANHOLE - -124 - --._._._.._. � I I Q•Q . ' I TO BE RELOCATED -sZt O O O AND RECONSTRUCTDED. ❑ STORM CB = 3H:1V O O ii ( h DEVELOPER SHALL — — SECURE AGREEMENT s i n -"-• 128 — — 1 Q❑ STORM MANHOLE 12 x O O O I PRIOR TO PERMIT. BLDG'B'INFILTRATION GALLERY'A' •'� 0 Q OI I ---e-- ELECTRICAL LINE 000 T-- TELEPHONE LINE ' ,0 000 GAS LINE 55 TEMP. SEDIMENT/ QO O I I u POWER VAULT a INFILTRATION POND �'� �h o UTILITY POLE TESC POND RECEIVES PER DTL. 5/C2.2 15'X1OO' ROCK CO,�NSTRUCTION °'• A � STREET LIGHT RUNOFF FROM BLDG B - S t rn AND'C'WORK AREAS ENTRANCE RER,�TL. 1/C2.2 BUILDIN 'B' F FILTER FENCE T a N - �'- - O O O ROCK ENTRANCE i o k1 FF=130. 0 i z BUI( ING C - I, ROCK CHECK DAM FF=�33.00 CB INLET PROTECTION M o PROPOSED (j o BUILDING;FOOTPRINT 125 x O 6ZL __ __ N 02'00'48' E _ 0 BUILDING'C'IS INTENDED I LOT 2( TO BE BUILT SIMULTANEOUSLY \ 1 EXISTING STORM&UTILITIES STRUCTURES 257.00' (� a SHALL BE REMOVED.UNDERGROUND ASBUILDING'B' I I UTILITIES MAY BEABANDONED. I 26 °— �° N - O p �y H ° o W ° ` -� 0-2-000 ° W _ LOT 1 �o \ )D =� A o REM VE LOT LINE z c _ — — — LOT 3 ,I PROJECT N0. ... .._ ....� z '. TDG#80 OS DRAWN BY: APPROX. LOCATI ' EXPO ATORY PT B Y l3 OF PAD CHECKED BY: SONWF_EX. WO D FILL DEPTH. I = PAD WF= EX. WOOD FILL DEPTH. CONTRACTOR TO OVEREXCAVATE ROCK CHECK DAM WOOD FILL AND UNSUITABLE PER DTL. 6/C2.2 MAT I ERIAL AND KFILL WITH WEPF-=1 1; USTRCTURAL FILL PER GEOTECH REPORT. U)U) J 3z- � a I o Lu m - TEMPS WALE PER I Z I D it DTL. C2.2 FILTER FABRIC FENCE I ly U) Z W N oa' PER DTL. 2/C2.213 I Cn L �Z ---- m Z;q - AS BUILT DRAWING APPROVAL-�� - > I _ 7 2 - CLEARING&GRAD�I- °��--T z _ THIS PLAN SET HAS BEEN REVIEWED AND APPROVED w O - -� DING LI,tgITS ------ - PER THE CONDITIONS ON THE TITLE SHEET. } �131— BY: NOTE �° 7 City Engineer,CITY OF ARLINGTON ° L SHEETTITLE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY DATE: TESC PLAN ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES \ a BEFORE COMMENCING WORK. CONSTRUCTION DRAWING APPROVAL POND EXISTING GRADE INFORMATION APPROXIMATE. THE CONTRACTOR SHALL FIELD VERIFY EXISTING - ° ° -0------0______ _ (' THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRADES AND NOTIFY ENGIGI NEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. PER THE CONDITIONS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. CALL AT LEAST 2 WORKING 1 n.n= 30 rt. BY: SHEET NO. DAYS BEFORE YOU DIG city Engineer,CITY of ARLINGTON /1 LL CALL'811' DATE: IC l .3 THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 67TH AVENUE NE LEGEND CP29-03;MAGAWA O P' �eGL N43z (COLLECTOR ARTERIAL) 57'8.24 E1327941 EXISTING PROPOSED sae �s _ ELEV:12a.at PROPERTY LINE �...�- �. _ �....y. -t-_.�Y - -- --- C - ---- �w--�--� "- w- - __ __ R.O.W. ENTERLINE " z - .CUR UT T \ ° �aseas � -651;vi--AV€PI�t-�I_ c_� G____G_ _ G __ G____G __G __G __ � - - -._d�V.LLE_ ___�vE�_> G____G___ G____G_ _ G-___G ___G ___G____G____G____G____G____G__ _ _ _ - - - EASEMENT F`rS G1sTETA'�G� - _ ? TONAL +nn 5 0 w C� CONCRETE - - - 6 , 58+00 59+00 3/1/19 +gT E 1288.36' �r1� - - -�, -- ��0 m RETAINING WALL % - ---- Al' ------------------------- -- aaz -- -N 100 -100- GRADING CONTOUR o'ob .a� ta5 z5 124.25 ,�i,:�I •05 1iS3�-- -- -- +90.00 9 SPOT ELEVATION 128.72 ° �T' 45 ': ,a. __ _ �� - - - ___ -__- ---_-__-__ 70,54' -off, 124 _..-..-.._ _..-..-.._ SWALE _ _ in- e ........ .....ywww� s 128 - 123 o Tr 12. 1 20 - - 125 30 _ 123285 ° ' 128.90 1'2 12 5 129.30 _ - SS "' 1 I " � -��.�° L I 130 I, �' L L \ J Oz 128.60 128.60 s 128.60 128. 1 8 128 �? 727.3U q,-�6{Yo RECONSTRUCT _ NEIGHBOR DRIVEWAY. - - WATER MAIN -- ----_- v- ' 10%MAX.SLOPE. SEWER MAIN 12.75 1 cam_ SMOOTH TRANSITION - cn b i 12&80 120 TO NORTH BEYOND PAVIN 17"°D p t G. - STORM DRAIN 3 x S % 129.20 129.00 -- 1 12�J0 ` v W /i 3.zz 129 1 .00 129.00 -o• 129 2900 128.50� 5.3% 12Z00 28% EX.BLOCK WALL TO BE 730.70 FIRE HYDRANT u o 129. REENGINEERED& b` 2110 14980 ,9 e® ® ,28.2 ' tltltl RECONSTRUCTED. ® 0 WATER METER i 129.45 129.70 12 30 ° _'30 12.30 1 9 30 129 129.8 1 m : 29.95 ,., ' � (DESIGN BY OTHERS) e e t29.eD 1 D4 N GATE VALVE 37 - � t2s.37 _ 0 SEWER MANHOLE F5 --- 130.00 ^� ❑ ■ STORM CB 129.90 130.00 130.00 .30.00 130.00 c STORM MANHOLE 129.65 = m ., 129.90 ._ ➢9zi ---c- E ELECTRICAL LINE 12940 , ' 128.00 J 1 ---T- T TELEPHONE LINE V 131.00 BUILDIN B � - G- G cns LINE , n BUIL ING '�/' 12990 I 29.42 FF=13U. 0 12900 s © POWER VAULT 130.00 n o FF= 33.00 129.90 v ❑ o + unurY POLE 129.35 3.5 _u �'wo 129.25 OS, \ 1263@ STREET LIGHT U w o I . w n -- - � --- i CT F2 129.36 IC. N 0 z N W 12.90 6Z1 N 02'00'48"E ny 129.45 LOT 2. - A o I , .0 �� I _ �� o _ W � 30 128.00 6 rj) ° LOT 1 129.45 co^' ,0129.90 - - - - '- 129.40 125.90 �� z REM VE LOT LINE 125.85 \ 130.00 121.00 125.90 126.00 12a90 126.00 125.90 126.00 126.00 LOT 3 129.65 / ' ,25.96 12&85 125.9fi 125.85 6 12. 125.96 125.98 130.00 130.00 129.25 I a ❑ 129.90 129.80 {729:8A 126 126' CT NO. PROJE CT ,29.30 / 12&00 TDG#18005 .. ..' ,30.00 < Y DRAWN BY: ❑� O. _ ° N�,fp' ---3 --' y PAD ❑ s - 1 CHECKED BY: 1 0 4.SR r ° 130.03 I 129.45 '� ��' "T h 12990 PAD -J 130.00 F 130.00 1 p oa 129.40 130.00 / 1 V2fl f]2. ,2: EDGE OF ASPHALT Y _ 128.40 129.40 129.4011 128.00 1 I TRANSITION ° p \� 129.90 - 129.40 m 12890 127.70 127.40 12 00 0 1. 0 129 y i I a U 3 _G c TdT 128 _ � 13o.so 1307 °�1 eoo as# �6.so �I N J o c- 127. 1 - --- J w 2 1 m l Q LLJ 130.00- - w-w/ _ I I THICK.EDGE N Z 0- w-w= _ ' D _- G ❑ `�>g 6.20 E .375 '71 I I m m oAS BUILT DRAWING APPROVAL _ z -_/__ THIS PLAN SET HAS BEEN REVIEWED AND APPROVED W O � _ � ' I � I PER THE CONDITIONS ON THE TITLE SHEET - 29.20 - 131 BY: NOTE @ 7 City Engineer,CITY OF ARLINGTON ❑ L SHEET TITLE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY DATE: GRADING o ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES a BEFORE COMMENCING WORK. - -�.� CONSTRUCTION DRAWING APPROVAL PLAN °�o� POND o EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR SHALL FIELD VERIFY EXISTING °--------0---___ _ r� ` GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. $BEEN REVIEWED AND APPROVED PER THE THIS PLAN SHEET T HAS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE 11 30 OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. CALL AT LEAST 2 WORKING 1 n.n= 30 rt. BY: SHEET NO. DAYS BEFORE YOU DIG city Engineer,clTv of ARLINGTON /1 LL CALL'811' DATE: IC [,AL r THIS APPROVAL VALID FOR 18 MONTHS FSSMH 1669 NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA [REMOVE] 67T H AVENUE NE STORM PIPE SCHEDULE Ga29-03;MAcnwA STORM STRUCTURE CLEANOUT SCHEDULE N 432679.401 P' DEG (COLLECTOR ARTERIAL) FL N TH TYPE RIM P IAITYP LENGTH F SLOPE �OQO cL�� CB/CO TY.2-54"ECB,St. 127.55 117.40E(12 N) PIAE D12"PVCE 6(E/E)T 4.00% c 0" E 1321528249 FLEV:124.41 o N� �Q o \ __ - -_ _L - 1 __. _ - _ •--.y -_ �� w____w__ 118.75(121) B 8"CPE 21 14.57% m z 116.85(24"S) _u____u____u_=-_G____n __n _ _n____n_ __n____n____. ____n____ _- �_> ____ __ ____ _ _ ____ ____ ____n____ ____n____ C 8"CPE 86 D.807 r15 ,o 2 TY.2-54"CB,St. 128.00 117.85(6"NE,SE) D 8"CPE 78 0.66% - - 5 0 - - _ _6 - - \r - 58+00 -141 59+00 18.75(12'W) s 1288.36' y� ti°> 7, - 'T �c� r �h - - - - - 16.85 24'S E 8"CPE 51 0,66% --Y-s -- - _----� ------------------------- 3 TY.2-54"CB,St. 129.00 117.85(8"S) F 12"CPE 60 0.80% _._-_ __ _ ___ _ _._._._. _._._._._- __._. _._. ___._._._. __ _._._._ __ _ _, ___._._ 118.75(12"w) G 12"CPE 34 0.79% WATER SERVw w_ __ -EX W _w__ - - _ _ - s -- 116.85(24"N) w- w _ D ___ D. w ____ REMOVE CB -- X ) S__ _s __P 1 1 -'s H 12 CPE 131 0.50% [ ] 4 BAYFILTER 127.15 120.80(8"W) - - -. �_ ----- --- - v, 7, - - �T � ) PER DTL.2/C2.4 120.47(12"N) I 12"CPE 158 0 36% 4 12'S J 12"CPE 80 0 36% � s " I M K 12"CPE 120 0.36% - � 5 D ICIL s s s s s C s -• 0 1 TTE • 6 TY.1 CB,OR 127.00 123.86(8"S,E) L 12' DI,CL50 106 0.36% 0 2S _------_--__^ .� �2 -- 7 TY.1 CB,OR 128.20 124.55(8"S,N) M 8"DI,C1_50 37 0.66% o f W1 1 D D. TY.1 CB,OR 128.20 125.06 8"S,N Ge 8 ( ) N a"DI,CL50 37 0.66% 1 � 0 I Rlr,�tze.--{REMOVE] I, 4 to Ce 9 TY.1 CB,GR 128.15 125.40 8"N u, I CB&STORM t ( ) "D CL5 s RAIN BY BLD � - -------------- t -_ [REMOVE] 0 37 0.66% C'PERMIT t` ( ) P 6"PVC 30 8,17% - � 129 - 129 t � R - 10 TY.1 CB,GR 125.10 121.28 8"W ce [REMOVE] 120.95(12"ES) 27 2 t O 6"PVC 125 1.00% ' D W2 �1 �� 11 TY.1 CB,GR 123.85 121.70(8"E) �,l �"- - 2j 12 TY.1 CB,GR 126.59 121.60(12"E,W) 1 t R 8 PVC 67 100% S 8°PVC 125 1.00% .,. 7 28 13 TY.1 CB,GR 128.20 122.17(12"E,W) T 6 PVC 27 1%MIN. � 6•Rn DOWNSPOUT 6'RD 26 14 TY.1 CB,GR 126.20 12246(12"S,W) I - - .0 U 6"PVC 80 1%MIN. 6'PVC,SDR21 0 1%MIN. 15 TY.2-48"CB,SL 128.45 122.89(12"E,N) _ TO COLLECTOR ROOF DRAIN INFILTRATION GALLERY'A' V 6"PVC 43 1%MIN. a \, PER SHEET C2.3 - 16 TY.1 CB,OR 125.85 123.44(6"N) CB&STORM 39-MC-3500 STORMTECH CHAMBERS 123.27(8'S) W1 8"PVC 20 29.10% m n a � 9 DRAIN BY BLDG eRD IN ROCK GALLERY N ( ) 4•Ro - 123.27 12"E W2 8"PVC 150 1.03% w 'C'PERMIT 1 1 55?11VESTORAGEOM OF BDEPITH' 75 17 TY.1 CB,OR 125.85 123.51 (8"S,N) W3 6"PVC 123 1.00% BU I L D I N B DESIG�I;INFILT.RATE=13.71NIHR BUILDING 1�1 [REMOVE] 18 TY.1 CB,OR 125.85 124.0 ((8"N) X1 6"PVC 23 0 FF=130. 0 2a oo(a'N) x1 s"PVC a3 %MIN. uNHNowN unuTr N � 19 TY.1 CB,GR 125.85 I z I. WNSPWT(T1P) - I.I S STEEL STRUCTURE�� r - w FF= 33.00 _,-DO" \ y, 20 TY.2-54"CB,St. 28.18 21.30(6"W) X2 6"PVC 83 00% TOP OF 48'6 STEEL STRUCTURE ❑ 4•RU _� 120.85(12'E) e W3 TO COLLECTOR ROOF DRAIN uNl:Now UTILITY O / � u a 4•Ro, 32 a 2 120.85(24'S) CPE SHALL BE ADS,N-12 OR EQUAL (� � 8 _/ s�=T STR cT RE S 1 m UNKNOWN uTILITv 21 TY.2-54"CB,SL 128.50 12113 6"W,SW _ D TOP of ae"m � 125� �) (( )) PpE COVER-24" DIP,CL50 a - 120 85 24 N w Oo STEEL STRUCTURE -__.y ' z n Fri " PIPE LENGTHS DIST.TO CTR.OF STRUCTURE,U.N.O. O 3 22 CLEANOUT 127.80 123.75((6")) v, LOT �� N O� 23 CLEANOUT 127.88 125.00(6") C 1 Q Q N [REMOVE] 4•R6 23 24 CLEANOUT 126.58 121.80(8") 'o d.A 25 CLEANOUT 126.05 123.05(8") 26 CLEANOUT 129.90 125.00(6") \ \ 27 CLEANOUT 129.10 L 1 123 00 'B' !I Lw23 LO .1 INFILTRATION GALLERY - 28 CEANOUT 29.00 124.54(8") W 1 PER SHEET C2.3 L € -\ ml oo - - w 29 CLEANOUT 129.95 125.77(6") 12-MC-3500 T RMTECH CHAMBERS L� A a z _ 1° IN ROCK GALLERY 0 30 CLEANOUT 130.00 127.00(6") em I BOTTOM OF CHAMBERS=120.75 a•RD - ., 5.5'LIVE-STORAGE DEPT 31 CLEANOUT 127 H .05 124.54(6") 25 19 O 18 N 17 i6 DESIGN INFILT.RATE=13.71NIHR•-'_.. -� 32 CLEANOUT 127.70 125.00(6")' '- s zl REMOVE LOT LINE CONTROL VALVE ) t c 8"CI PIPE J 6•R6 YRD 6v 6rm 4o PVC,,SDR21 s \ LOT 3 TYPE 1 CATCH BASINS PER CITY STD.DTL SD-020 zs'ABOVE GRADE D ---_, __ - 01%MIN.TO O Imo" - 46 =_ 126 COLLECTOR ROOF TYPE 2 CATCH BASINS PER CITY STD.DTL SD-04, D-050 0 S �I T \D M DRAIN GRATES PER CITY STD.DTL SD-070 VANED N ( ) PROJECT NO. -,:,�*; Q SOLID LID(TY.1 CB)PER CITY STD.DTL.SD-080 TDG#18005 30 O D __ x J_� v SOLID LID(TY.2 CB)PER CITY STD.DTL.SD-110❑O D 28 \) CLEANOUTS PER CITY STD.DTL SS-080 DRAWN BY: ❑ DOWNSPOUT(TYP) 4' -1x 24 PAD U -I / CHECKED BY: PAD D _ - I PVC,SDR21® MIN.TO COLLECTOR a FTST6RM ROOF DRAINV 3 PAD -- - D IN BY SLOG Tq8 22 D WNSP T DR IN R I I Y EMIT 6-1 PVC,SOR21 0 1%MIN. m c \?? TO COLLECTOR ROOF DRAIN P (24"MIN.COVER) L 129 ' Q M � 3 -w\ w �G 128 Elll 20 i I O � J o i J I W 15 � O Y I I N wow-w N 10.59,11 E w r I � D -D Lu m Lu -_ �w� _ T3 �__ Z Q - UNKNOWN.I I' t _ 2 /` - AS-BUILT DRAWING APPROVAL - w PVC PPE 45 VERTICAL I - cIF &ELBOW �� i '- -___�___--- L - ---------- -_ TOP OF PIPE=t30.8 t' F I -----____ W I --_ THIS PLAN SET HAS BEEN REVIEWED AND APPROVED O PER THE CONDITIONS ON THE TITLE SHEET. 2 I LEGEND 1 inch= 30 ft. BY: NOTE EXISTING PROPOSED City Engineer,CITY OF ARLINGTON e SHEET TITLE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY ---- PROPERTY LINE --8 SS- 8•�$ SEWER MAIN O Q STORM MANHOLE DATE' STORM PLAN ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. - R.O.W.CENTERLINE -_12"p- 12"� STORM DRAIN ---6- E ELECTRICAL LINE CONSTRUCTION DRAWING APPROVAL EXISTING GRADE INFORMATION APPROXIMATE.IS THE CONTRACTOR SHALL FIELD VERIFY EXISTING GRADES AND NOTIFY ENGINEER OFFANYANY DISCREPANCIES BEFORE COMMENCING WORK. - - - - - - EASEMENT FIRE HYDRANT ---T-- T TELEPHONE LINE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE CONCRETE B3 Mf WATER METER ---c-- G GAS LINE _ OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. m CALL AT LEAST 2 WORKING RETAINING WALL W N GATE VALVE DE © POWER VAULT BY: SHEET NO. 100 -100- GRADING CONTOUR City Engineer,CITY OF ARLINGTON DAYS BEFORE YOU DIG O • SEWER MANHOLE o + UTILITY POLE lv_ I LL CALL'811' --8 �-- WATER MAIN El DATE:0 STORM CB � �� STREET LIGHT THIS APPROVAL VALID FOR 18 MONTHS ^ /� . SSMH 1669 _ sMH 1,: RIM=125.82' NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA :IM-126- IE(E)=117.4 Ce 67TH AVENUE NE s)=11 IE(SW)=115., CP29-03;MAGAWA RIM=131.z3' RE IE(NE=1'I IE(N)=115.49, _ 1 N 432579.401 O F' DEC ( B z) ° ELEV:124.41 c _ ___ __ �M=t 30.38' F / FLAWS NORTH1321121111 �Q- F wASN�R COLLECTOR ARTERIAL 1 RIM-122 ea' FLOWS N E EX. 8 S �-- w ---w- ❑ SEWER NOTES O WATER NOTES °----°----° -°----° --° - -°----°- --°--- --- °---- ----�--� ---- ---- ---- ---- ---- ---- s1 STA EX.SSMH - --------- ---- - - ---- --- ----cl '� -I /� c RIM=10+00: [ADJUST #11 NEW GRADE] m CONY STD.DETAILS&E NOTES. CURRENT fps,/pAIA ECG CIT _6OL 58+00 - V- - 59+00 IE=117.40(EX.12"DROP) * THRUST BLOCKING SHALL BE PER DRIVEWAY F 1288.36 ^� H°j ^7, .�o x �`� -Wg FIELD VERIFY DROP,MIGHT BE 8"DIA CITY STD.DTL.W-160,W-165(TYP) BY BLDG'C' ^ -- ----�-- - ^- � .4------------------------- IE=115.67(EX.12"SW) -- -._.- -. _-.-. _. -._._._._._._._._._._._.__ _._._. _._. WATER SeRVw____w_ EX 1 W w- _ --- S1 -- -- [RECONNECT IE=117.40,8"E,DROP] EX. 2-12"GV(FLxMJ) -- 4 -W----W-- _ ----° --FX 1 - � - II --- - EX.6"GV&FIRE HYDRANT -- - _ ____-.-- - - 7 _ - - - _ S2 18 8 P R35 @ 1.11% 12 D CL52 STUB TO NORTH _ °' — — — = — — — — a T -`— — — — — — — — — W8 S3 W2 STA 28+00.0: REMOVE EX.12"CAP&BLOWOFF S2 .. VC SD __- - � STA 10+20.69: s sts s s SSMH#1 TY.1-48"SSMH 12' SLEEVE M �. SS 3 00 `.. 12 S4 11+00 122 o _, PER CITY STD.DTL.SS-010 10'x15'WATER RIM=127.15 W3 38 12"DIP,CL52 --------- v--- I ESMT.TO CITY �2 3 0 I IE=117.70(8"S) 1 c IE=117.60(8"W) W4 STA 28+38+55: 12"x8"TEE(MJxFL),THRUST BLOCK FIRE HYDRANT 1 ?s 120 ce T I (D (BY BLDG C) J' - RIM=izza2 FIRE SERVICE TEE PER CITY STD.DTL.W-220 __ w 8"GV(FLxMJ,WEST) v \ S4 296'v 8"PVC,SDR35 @ 0.40% ----- 129 --- o- bZ1 8 CM-12b.ae' S5 STA 13+16.92 RIM=,2vo' SSMH 2 TY.1-48"SSMH # W5 296 v 12' DIP,CL.52 ° PER C Y STD DTL SS-010 RIM=129 9 W6 STA 31+34.5: 12"TEE(FLxFL) � 0 o �� IE=11I900 8"E -�--� o o 2"cv(FLxMJ,sourH) ...,. I - - IE=118.90 8"N 2-12' 45-DEG BENDS(NORTH) 55 y S6 198'-8"PVC,SDR35 @ 0.40% 6"GV(FLxMJ,EAST) __ 8I FIRE HYD.(18'R)PER CITY STD.DTL W-020,W-030 _ �$ WATER AND SEWER h� THRUST BLOCKING a v S7 STA 15+15 00: 2-BOLLARDS PER CITY STD.DTL.W-030 PROFILES PROVIDED ON SSMH#z TY.1 48'SSMH m --1 - STATIC WATER SHEET C1.7 1 - PER CITY STD.DTL.SS-010 N / S 1 W7 399-12"DIP,CL.52 PRESSURE=80-85 PSI N RIM-128.98 ss I J BU I LD I N 'B' // __ E=119.80(8"W) W8 STA 35(33.68:012"Hj E(MJxFL) �u 6"GV FLxMJ SOUTH) FF-130. 0 I S8 6T STUB iF00R BLDG C'CONNECTION (OY'R)PER CITY S D.ELL W-020,W-030 z 1 1 I - �. FHRRUHYD. BUILD I N G C NKNOWN DTILIr T BLOCKING TOP of Tz'm STEEL sTRucTURE CAP&MARK END FF= 33.D0 _ I - UNKNOWN UnuTr ❑ o --_I IE=12200 2 BOLLARDS PER CITY SHE.DTL W-030 UNKNOWN UTILITY TOP OF J2"4 O w n o 7.5' TOP of as"m STEEL STRUCTURE STEEL STRUCTURE - 11'-6"PVC,SDR35 @ 18% N S p 15'SEWER ESMT. ' �" W9 79 v 1T DIP,CL52 o I m cin o� ,\ uNKNowN unuly �, 1 I I S9 15' 6"PVC,SDR35 @ 3.0% W10 STA 36+12.8: 12%12"x12"TEE w - TOP of 3e'ro � �25 I n m z S/TEFL STRucTURE -----_ - 3-12"GATE VALVES(FLxMJ) a m - .L— ' _ ___ S10 STA 17.0'LT: 2 12"SLEEVES MONITORINGTORING MH PER THRUST BLOCKING O I d D o I CITY STD.DTL SS-130 0 g - RIM=129.50 a N W11 37'N 8"DI,CL52 FIRE LINE,RESTRAINED JOINTS 0 S11 ' 6Z i ; �°_I � � LOT 2. . . . I I _ N D. („ ) c ) �I I coNTROL VALVE IE=12055 8 N,IE=120.45 6'S � d ' J \ W12 INTERIOR FIRE SPRINKER DCDA PER CITY TOP of STRUCTURE \ S11 SSCO PER CITY DTL SS-080 STD DTL.W-120,W-225 - Ex BROKEN 7 " RIM=129.90,IE=120.65 S8 ,2a25' a"CIA PIPE `�B o _ " " DESIGN/BUILD BY CONTRACTOR,REQUIRES I a.0'ABOVE GRADE --0 6"PVC,SDR35 @ 2%MIN.TO'S10' S9 INTERIOR PLUMBING ISDESIGNIBUILDBY - 0 0 SEPARATE FIRE PERMIT CONTRACTOR SHALL VERIFY �1I. C� AA CONTRACTOR.DESIGN SHALL BE COMPLETED t IISPRINKLER LO S7 AND VERIFIED WITH SERVICE LOCATIONS j I &FDC SYSTEM LINE TO ANYZCONSTRUCTION! w U o SIZING.REPORT DISCREPANCIES WITH x° D ENGINEER PRIOR TO ANY CONSTRUCTION. I -I z W13 FIRE DEPT.CONNECTION PER CITY STDS. �I a 68'-8"DI,CL.52 FDC LINE _ 1 S RAI DEG BEND(TH) ., r + w RESTRAINED JOINTS,THRUST BLOCK 2 BOLLARDS PER CITY STD.DTL W-030REMOVE LOT LINECONTROL vALVE W14 NEW 2"WATER METER(BY CITY) 8"CI PIPE 23'ABOVE GRADE , of ° NEW 15'WATER LOT NEW 2"RPBA PER CITY STD.DTL W-130 o ° NEW HOT-BOX HEATED WITH ELECTRICAL SERVICE c 126 �� 25.7' ESMT.TO CITY (HEATED) PROJECT NO. -. z o W15 124 2 WATER SERVICE POLY SIDR7 ::.■ o I o ° ', I I N TDG#18005 �► � o 0 0 72 I � W16 NEW 2"WATER METER(BY CITY) DRAWN BY: __ El -�' NEW 2"RPBA PER CITY STD.DTL.W-130 PAD c I ® I Ii I NEW HOT-BOX(HEATED)WITH ELECTRICAL SERVICE CHECKED BY: 1OR --_ _ -J F I 1 W17 300'-2"WATER SERVICE,POLY SIDR7 PAD 128 W7 I I I W18 NEW 1.5"WATER METER(BY CITY,FOR IRRIGATION) � I �W c 129 I NEW 1.5"DCVA PER CITY STD.DTL.W-090 M =W W1 I o ]w U 3 c EX 12 -- ---- + I I z 8+G 128 l I I � m NEW 15 WATER ` -1 J I I I w W ¢ ESMT.TO CITY I Z Q 1193.04' - Wy - W � W3N 10'S9'10"E � � � �30+00 f '� �__°"_ �° _o m Q W - �_ � w4 T .� � �o ,� _ w6 _ H _13 FIRE HYDRA T ❑ -- > m _(BY BLDG C uNKNawN. r < _ - I Q Q 7 2 - - - ' w AS-BUILT DRAWING APPROVAL Z w _ / PVC PPE 45 VERTICAL _.__-_. ___.__-_.____.____. -- - &ELBOW � L w ------- TOP or PIPE=,Soar / THIS PLAN SET HAS BEEN REVIEWED AND APPROVED w O � C/ PER THE CONDITIONS ON THE TITLE SHEET. lr 15 30 Q LEGEND 1 Inch= 30 ft. BY: NOTE EXISTING PROPOSED City Engineer,CITY OF ARLINGTON e SHEET TITLE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY ---- PROPERTY LINE --8 SS- 8•>'S SEWER MAIN O Q STORM MANHOLE DATE: WATER& ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES 12"D BEFORE COMMENCING WORK. - R.O.W.CENTERLINE --- - STORM DRAIN ---B- E ELECTRICAL LINE CONSTRUCTION DRAWING APPROVAL SEWER PLAN EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR SHALL FIELD VERIFY EXISTING — — — — — — EASEMENT FIRE HYDRANT ---T-- T TELEPHONE LINE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. PER THE CONDITIONS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE CONCRETE 81 a WATER METER ---c-- G GAS LINE _ OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. m CALL AT LEAST 2 WORKING RETAINING WALL W N GATE VALVE DE EllPOWER VAULT BY: SHEET NO. 100 100 GRADING CONTOUR City Engineer,CITY OF ARLINGTON ^ /� . n DAYS BEFORE YOU DIG O • SEWER MANHOLE o + UTILITY POLE lv_ I '\/,''/ LL CALL'811' --8" -- 8�W WATER MAIN DATE: El STORM CB � � STREET LIGHT THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA a P. DFG �OQ' OF wASiyY cL��i 53 55 J6"S �SS,ONALF'�G\ STA 12+2069: STA 13+16.92: I5115.00: 3�1�19 SSMH g1:TY,1-48'SSMH I SSMH#2:TY.1-48"SEMI, III 1Y 1-48"SEMI 67TH AVE NE PER CRY SM DR,SS-010 PER CITY SM.DR.SS-010 CITY SM DTL.55-HO RIM=127.15 RIM=129.90 12&98 1 IE=117.]0(8"S) 1 IE=119.00(8"E) 119.80(8"W) a IE=n7.6o(B'w) PROPOSED GRADE a1 IE=ne 90(a"N) 130 130 2'W 6pW2W T 125 I:. I 2 D 125 rn a 198'-8"®040% -120 296 8 D.4D% 120 115 115 48�..v 8. 10+00 s1 11+00 12+00 13+00 14+00 15+00 EX.SSMH#1669 RIM=125.82[ADJUST TO NEW GRADE] I1 117.40(EX.12"DROP) 'IIEID VERIFY DROP,MIGHT BE B''DIA II 115.6](EX.12'SW) I1 11549(E%.12"N) [RECONNECT I1 117.40,8"E,DROP] 55 G1 PROFILE-SEWER MAIN-STA 10+00 TO 15+15 1� SCALE: 1" = 30'HORIZ,1" =to'VERT. Q¢ I o w M E d o 140 140135]L /- m HORIZONTA _ _ ¢ a ENDS .... ...... ..... .. ...... 1..1 130 - - - PROPOSED GRADE - - - - - - 130 8 FDC : _. : : : : CI . O mm ... ..... . 1TDL:.: .. .... ......... ..... ....36..MIN�.CQVE ........ 1�I z N = d 125 _. _. BY 125 Ind/ a' 120 2"D c� z SLOG�C U. Z w w �m z 1 120 28+00 29+00 30+00 31+00 32+00 33+00 W 'j) N INSTALL VERT BENDS PER A U 2 PROFILE-WATER MAIN-STA 28+00 TO 33+00 UNLESS DR. mows 175 1 SCALE: 1" = 30'HORIZ,1" =10'VERT, SHALLOWER WATER COVER PROJECT NO. TDG#18005 DRAWN BY: 135 _ 135 PAD CHECKED BY: I ._. ._. PAD 130 .....PROPOSED GRADE .... .... .... .... 130 Y 125 _._ 36'MIN OVER - 1 125 rn -12'DI - 0 16 30 so - a 12'D 12"DI .... D ,..: ]Z.0 CIE%GAS : ,;: U 3 120 120 �O�/� J o 1 inch- 30 ft. C+J J Lu 33+00 34+00 35+00 INSTALL VERT. ENDS PER 36+00 CUT-IN TEE TO Ex.12'w 37+00 CITY DR.W-17D&W-175 N Z UNLESS CITY ALLOWS SHALLOWER WATER COVER m Q UJ J } PROFILE-WATER MAIN-STA 33+00 TO 38+12 Q 5 B rG ' Q = 30'HOPS.r' = n'DEBT. AS—BUILT DRAWING APPROVAL Ca (� L THIS PLAN SET HAS BEEN REVIEWED AND APPROVED w O PER THE CONDITIONS ON THE TITLE SHEET. } `~ Q BY: NOTE City Engineer,CITY OF ARLINGTON SHEET TITLE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY DATE: WATER ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. CONSTRUCTION DRAWING APPROVAL EXISTING GRADE INFORMATION IS APPROXIMATE. THE CONTRACTOR SHALL FIELD VERIFY EXISTING PROFILES GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. CALL AT LEAST 2 WORKING BY: SHEET NO. DAYS BEFORE YOU DIG city Engineer,CITY of ARLINGTON /1 LL CALL'811' DATE: IC . THIS APPROVAL VALID FOR 18 MONTHS —VII-I — RIM=125.82' NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA RIM=IFIG ' IE(E)=117.4'(12")DROP PIPE B 67TH AVENUE NE IE(S)=119.94'(12 IE(SW)-115.67'(12") CP29-03;MAGAWA �m RIM=131.23' cB cB IE NE=119.84' 12") IE(N)=115.49'(12") N 432679.aDO F DEC RIM=130.33' RIM=13O.31' FI()n.A lnnl FLOWS NORTH E 1321528.249 )0 pF wAsy _ (COLLECTOR ARTERIAL) �o � o ELEV:124.41 CB RIM=12258 is - t w w DESIGN OFUTILIPO NOTESPHONE,CATV AND NATURAL GAS SHALL _p____p____p_ __p____p __p _ _p____p_ __p____p___ p____ ___vc__> ____ ____ ____ ____ ___ SHOWN_ c BE DESIGN/BUILD BY CONTRACTOR. UTILITY SERVICES F rET4-O ON THIS PLAN IS FOR INFORMATIONAL USE ONLY. THE SSxpNAL ECG Ili58+00 v 59+00 _ IN AND HIS MECH/ELEC TEAM SHALL COORDINATE NTH ,3"yX 1288.36' ^�� ua ,�°j N, gTA 56+75 u� s� =, �h �' us STA 59+45 us THE LOCAL UTILITIES FOR SERVICES TO THE BUILDING. 3/1/19 E -- — -----� ---------------------------- THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUBMITTING _.__-_-_. ._._._.__._._._._._. _. _. ._._._._._._._._._._._._._. _._._._._._._._. ._._._._._._._.�. ___._._._._._._._._ _._._._._._.r.� _ _ _ ELECTRICAL AND NATURAL GAS APPLICATIONS TO THE UTILITY X.2"WATER SERV,w____ _EX 1 W _._ ._._. _ _. _ __._ __ _________ —_ —— AGENCY. w____ __ w-___w____ 1 1 " ___ o t, X. S____s _ = CONTRACTOR SHALL PROVIDE NECESSARY DEMOLITION, --- - ACKFILL AND RESTORATION UNLESS NOTED _ --------- 11 '" _ __ _ _ _ _ _ b --- --- Lj 50 5 D ? Ui UTILITY POLE(BY SNOPUD)5 5 5 2-5 0 • • • • 1r > . 0 U2 NEW POWER TRANSFORMER&PRIMARY SERVICE -——— ———— v--- T 2� 1• p s -- COORDINATE W/SNOPUD .. U6 6OTY U6 6 .,Y ?e, 0' CB U3 NEW POWER SECONDARY _ Ca DESIGN/BUILD BY CONTRACTOR 129 0, ^ 129 - bZ� ce=lz3.aB' RIM=123.70' U4 NEW GAS MAIN(BY PSE) 0 US NEW GAS METER&SERVICE(BY PSE) o I - Flf >� o o U6 PARKING LOT LIGHT DESIGN PER ELEC.PLANS I/ � 5 U7 NEW STREET LIGHT(TY. 1,DAVIT) ,I PER WSDOT STD.PLAN J-28.10-01 a (FIXED BASE) /7% _ POLE FOUNDATION PER WSDOT STD PLAN J-28.30-03 m BUILDING';I1 Y.1 JUNCTION BOX PER WSDOT STD.PLAN J-40.10-04 N i 5t f B ---_ U8 STREET LIGHT CONDUIT 2"PVC,SCH40 71 V U9 Ty.1 JUNCTION BOX PER INSECT STD.PLAN J-40.10-04 � I FF=130.Q0 � UNKNOWN UTILITY BUILDING C I ' TOP OF n•m STEEL STRUCTURE�� I ' TOP OF UTILITY RIM U10 TELEPHONE&CATV CONDUITS FF= 33.00 LI Y -/ D UNKNOWN unuTr o�` DESIGN/BUILD BY CONTRACTOR UNKNOWN UTILITY w TOP OF 48`0 STEEL STRUCTURE STEEL STRUCTURE I ram" two Y o D — UNKNOWN UTILITY TVIDOP OF I"' 125 f z STFFI STRUCTURF r � J a Ire I (D>+ L w w LOT 2. . . . W v N x a v TOP OF STRUCTUR3 I 3 _ /J_ ?$ AP BROKEN NO LIE \ CONTROL VALVE J 8"OI PIPE --�� 1 =12&25' 4.0'ABOVE GRADE 6 —� PARKING LOT&DELIVERY AREA o 0 0 0 LIGHTING SHALL BE PROVIDED W 3 U) LO ) BY WALL-MOUNT FIXTURES -�--- �J (DESIGN BY OTHERS) a- ➢ 3 o — _ REM LIKE_ _ _ _VE LOT — Y CONTROL VALVE 12fi PIPE J LOT 3 z.5'ABovE cRAOE 0 0 a F ` 0 PROJECT NO. 0 TDG#18005 _ P. l3� 0 0 72 DRAWN BY: I ❑ -- PAD U3 CHECKED BY: " o F o 0 PAD p u2 0� �w—w 129 \y I U4 � 3 U - 128 I (/5 J o z Et 1193.04' Z_ / 1IUl Ip"E w t 13 3I 71 _� �� 1 _ _ 1 __- uNKNOwN UTILITY �- 1� - W --- �� I AS—BUILT DRAWING APPROVAL C> PC c PIPE as'VERTICAL T ELBOW L > / TOP OF PPE-t30BT' a. W ` - -____ THIS PLAN SET HAS BEEN REVIEWED AND APPROVED O \ —_ PER THE CONDITIONS ON THE TITLE SHEET. } `~ --------------- LEGEND BY: NOTE EXISTING PROPOSED City Engineer,CITY OF ARLINGTON e SHEET TITLE THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES IS SHOWN IN AN APPROXIMATE WAY ---- PROPERTY LINE --8 e— s SEWER MAIN O O STORM MANHOLE DATE: UTILITY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES 12"D BEFORE COMMENCING WORK. - R.O.W.CENTERLINE ---°— STORM DRAIN ---B— E ELECTRICAL LINE CONSTRUCTION DRAWING APPROVAL PLAN EXISTING GRADE INFORMATION NOTIFY E GI EERRor ANY. THE CONTRACTOR SHALL FIELD VERIFY EXISTING — — — — — — EASEMENT FIRE HYDRANT ---T-- T TELEPHONE LINE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRADES AND NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE COMMENCING WORK. m RETAINING WALL PER THE CONDITIONS ON THE TITLE SHEET. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE ® � WATER METER ———°—— G GAS LINE OCCASIONED BY HIS FAILURE TO CONFIRM EXISTING UTILITY AND GRADE INFORMATION. Too Too GRADING CONTOUR r N GATE VALVE © POWER VAULT BY: SHEET No. CALL AT LEAST 2 WORKING 8^ --�+-— w WATER MAIN City Engineer,CITY OF ARLINGTON Cl /� . (� - DAYS BEFORE YOU DIG O • SEWER MANHOLE o + UTILITY POLE lv_ I `KJ LL CALL'811' DATE: ❑ ■ STORM CB � �� STREET LIGHT THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA D 6"HIGH CONC.CURB CONC.WALK FINISH GRADE OR �O oF'wnsFGL� PER DT. PLANTING BED 6/C2.1 e CONCRETE SLAB I WALK NOTES 1. ALL EXTERIOR CONCRETE SLAB&WALK AREAS TO HAVE A"HEAVY '` PREMOLDED EXP.IT, 8�MAX 8�MA% BROOM FINISH". CAST-IN TRUNCATED DOME STRIP 2'-0° F MIN.LENGTH FILLER CO 2.CONCRETE SHALL BE DESIGNED TO MEET 3000 PSI COMPRESSIVE INC.NC.RAMP LANDINGING o SS�ONAL��G STREN S GTH®28 DAYS AND EXHIBIT 0.049 SHRINKAGE 028 DAYS. `L WELDED WIRE FABRIC IS REQUIRED FOR ALL CONCRETE PAVING. ooagog 3.CONCRETE CONTROL JOINTS ARE REQUIRED. 1/31/19 8.3%MAX.SLOPE FODIA,LOADING,EQUIPMENT SLABS: SAWCUT CONTROL JOINTS AT 12, FLUSH o,o PAVEMENT z�Mpx O.C.,EACH DIRECTION. WALKWAY SLABS: TOOL JOINTS AT 6'O.C. PAVING PER PLAN SURFACE ~ 4"CONC.WALKWAY 6.5 WIDTH PER PLAN(5'MIN) 6,5 �COMPACTED ROCK BASE ,. .:. 2"AGGR.SUBBASE 6'HIGH CURB SLOPE CONC.CURB WHITE STENCIL BLUE BEYOND �2"AGGR.SUBBASE 2'WIDE TRUNCATED DOME STRIP BACKGROUND - mil-•-IH hh`-i1h-1R 111 fIl`Yl1=f -1H • o CONC.SIDEWALK DEPRESSED CURB III III III III III III III Ill III III III- 3"MIN. DEPTH 4" IIIIIIIIIIIII=11F=111 III III=III III IIII=11 III III III- COMPACTED - - CRUSHED SURFACING BASE COURSE TYPICAL RAMP SECTION 4 WHITE BORDER COMPACTED SUBGRADE CEMENT CONCRETE CLASS 3000 TRUNCATED DOMES SHALL BE PER WSDOT STD.PLAN FINISH GRADE OR PLANTING BED 6' TOOLED EDGES ASPHALT CONC. CONC.WALK PAVING PER DTL F III,.._,,.. ROUND 6"CURB AGAINST 6/C2.1 —. - TOOLED EDGE PLANTER(BOTH SIDES) III MONOLITHIC CONC.CURB PAVING PER PLAN AND SIDEWALK F5 SO, III III -' 6x6xW1.4/W1.a WWM COMPACTED ROCK BASE a FSLOPE: 11 MIN,29<MAX � �pT pFgDny P�qN 4'-0"®PARKING 5° - o 6' 0" TRUNCATED DOME$TRIP Is ^COMPACTED SUBGRADE 2"THICK YER COMPACTED A ROCK �� .I II III-III-III-I III=III= z CEMENT CONCRETE BASE CLASS 3000 n �III III— _ II(IIII COMPACTED NATIVE OR FILL SOIL =1I L=11 THIS DETAIL SHALL U s" a" NOT BE USED IN THE RIGHT-OF-WAYOR — 3 HOLE IS PRESENT 1-888-ANTI-RAM(888-268-4726) SOUTH ACCESS ROAD ONLY WHEN 410-286-3375:FAX 410-479-0175 CEMENT CONCRETE,CLASS 3000 GALVANIZED OPTION P.O.BOX 307,DUNKIRK,MD 20754 U.S.A. O ti a�i IS SPECIFIED INFOOSECURESITEDESIGN.COM WWW.SECURESITEDESIGN.COM LL � pAq STEEL ANCHOR TAB IS WELDED BE a o A.C.PANNG TO THE BOTTOM OF THE POST ��^� rh TO HELP SECURE THE ASSEMBLY V IN THE CONCRETE FOOTING H '..CRUSHED ROCK BASE sa s c8A E- FORMED FROM 2-3/8"O.D. 22" III �E= -�� III III IIL=_ SCHEDULE 40 STEEL PIPE A U PAINT SAFETY YELLOW a RESERVED PARKING AREAS(PASSENGER CARS/LIGHT VEHICLES) BLUE BACK- 2.5"HOT MIX ASPHALT-CLASS 1/2"AGGREGATE W/PG 58-22 ASPHALT BINDER, 6°STEEL PIPE FILLED W/CONC. GROUND W/ ., OVER 4"BASE COURSE/TOP COURSE. 1725" WHITE SYMBOL RECOMMENDED - &LETTERING '- 9 DRIVE LANES/LOAD BAYS(TRUCKS HEAVIER VEHICLES) SEALANT TOP OF PAVING HEIGHT _ 4"HOT MIX ASPHALT-CLASS 1/2"AGGREGATE W/PG 58-22 ASPHALT BINDER, 1"WHITE OVER 6"BASE COURSE/TOP COURSE. LETTERS W/ STD. WORDING _ _ GROUND LEVEL PER HANDICAP THE BASE COURSE/TOP COURSE ROCK SHOULD BE COMPACTED TO A DENSESHOULD I�IIII VAN CODE REO'MTS PROJECT NO. AND UNYIELDING CONDITION. BASE COURSE AND TOP COURSE GRAVEL SHOULD - .E ACCESSABL TDG#18005 CONFORM TO WSDOT SPEC.9-03.9(3)FOR CRUSHED SURFACING MATERIALS. CONCRETE FOOTINGS 1 PLACE THE LIMA SHOULD BE COMPACTED TO A MIN.91 PERCENT OF THE MAX THEORETICAL - <. 6"-STEEL PIPE SET ACCORDING TO LOCAL DRAWN BY: PAVING SPECIFIC GRAVITY(RICE'S DENSITY). I, % IN 18"-HOLE FILLED SOIL CONDITIONS STL POST PAD WITH CONCRETE CENTERED ON CHECKED BY: REFER TO PAVEMENT RECOMMENDATIONS AND PARK, HNICAL ENGINEERING STUDY FOR VICTOR STANLEY 2 SLOT BIKE HOOP.STALL #4 REBAR- 24"LONG BUILDING B AND C OF GAYTEWAY BUSINESS PARK,AS PREPARED BY SONDERGAARD 3°GRANULAR RACK. MODEL BRWS-101. SURFACE MOUNT PAD GEOSCIENCE PLLC FOR ADDITIONAL PAVEMENT AND SUBGRADE REQUIREMENTS. COLOR: TAVERN SQUARE GREEN. 2 PLACES a•1'-6'• BASE AT BOTTOM ( ) OF HOLE Y CONCRETE WHEELSTOP a ASPHALT PAVING SECTION Off C21 SCALE: N.T.S. C21 SCALE: N.T.S. l, 3 RADIUS=55' U) J o EXPANSION JNT. [V-GUTTER PER DTL.14/2.1 U) J FLUSH SURFACE. (WHERE SHOWN ON PLAN) LLJ U _ FLUSH 6"HIGH CURB Z N Z PORTLAND CEMENT CONCRETE CLASS 3000 4 ° a •, an LJJ PER WSDOT SPEC.NO,6-02.3(2)B a >_ Q W/DUMMY JOINTS 10'0/C. a p 1o'Ran1e AS—BUILT DRAWING APPROVAL C� ROUND TOOLED EDGE 5'SOUTH SIDE m 6x6xW1.4/W1.4 WWM - a N /� ®57 MAX 1'NORTH SIDE w i JI� a a a �� THIS PLAN SET HAS BEEN REVIEWED AND APPROVED ROUND TOOLED EDGE O a PAVING PER x a PER THE CONDITIONS ON THE TITLE SHEET. `~ 6x6xW1.4/W1.4 WWM R-_ 1/2 ° ° Q '� PLAN a --a -- --- a R/W LINE BY: `O 2'WIDE ASPHALT TRAIL City Engineer,CITY OF ARLINGTON d a` 6"DEPTH,CEMENT TRUNCATED 2.5"HOT MIX ASPHALT,OVER SHEET TITLE 4"COMPACTED 2"COMPACTED ROCK -) •* CONCRETE PAVING DOMES STRIP 4"CRUSHED ROCK TOP COURSE DATE: IIII III III—III III III III—I IIIIIII III—III III II ROCK BASE A BASE -III=III III III=III III III=III=_ TEXTURE CONCRETE AT RAMP LANDING CONSTRUCTION DRAWING APPROVAL SITE III III III- III III T I IIII III I11- III 2' DRIVEWAY CROSSINGS. III T,� J - SUBGRADE(COMPACT pal III H= COMPACTED SUBGRADE 11 4'X4'SURFACE SCORING. 2'MAX IN ANY - - - - - - - - - - -I -I TO 95%) IIIIIIIIIIIIIIIIIIIII, :III-III= DIRECTION THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED I'I lu II, _ _ _ =1u- �I-�I- -IL.II-III=III' 6"CRUSHED ROCK BASE DETAILS PER THE CONDITIONS ON THE TITLE SHEET. CEMENT CONCRETE,CLASS 3000 CEMENT CONCRETE. CLASS 3000 BY: SHEET NO. City Engineer,CITY OF ARLINGTON ^ . DATE: \(C 2 THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS; MAINTENANCE NOTES USE STAPLES OR WIRE RINGS TO ATTACH FABRICTO WIRE a P pFCL H p�,��F wASNic�� 1. ADD QUARRY SPACES IF THE PAD IS NO LONGER IN ACCORDANCE NTH THE SPECIFICATIONS. WIRE MES SUPPORT NS. FENCE FOR SLIT FILM e 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT THEN ALTERNATIVE FABRICS MEASURES TO MAINTENANCE STANDARDS KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED.THIS MAY INCLUDE STREET SWEEPING,AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE,OR THE INSTALLATION OF A WHEEL WASH. 1. DAMAGE RESULTING FROM RUNOFF OR CONSTRUCTION ACTIVITY SHALL BE REPAIRED IMMEDIATELY. � 3. NO TRACKING OF SEDIMENT ONTO THE ROADWAY IS ALLOWED.IF SEDIMENT IS TRACKED ONTO THE ROAD,CLEAN THE ROAD 2. IF THE SWALES DO NOT REGULARLY RETAIN STORM RUNOFF,THE SIZE AND/OR FREQUENCY OF THE SWALES SHALL BE ASS ONALE�G\ THOROUGHLY BY SHOVELING OR PICKUP SWEEPING.TRANSPORT SEDIMENT TO A CONTROLLED SEDIMENT DISPOSAL AREA. INCREASED. 4, KEEP STREETS CLEAN AT ALL TIMES.CLEAN TRACKED SEDIMENT IMMEDIATELY. 3. INSPECT ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA. 1/31/19 5, STREET WASHING OF SEDIMENT TO THE STORM DRAIN SYSTEM IS NOT ALLOWED. III LEVEL BOTTOM 6, IMMEDIATELY REMOVE ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY. N � III,_-III`-III IIIITCITI - III.. -III= SS OR ROCK _ GRABS 7. INSTALL FENCING(BMPS C103 AND C104)TO CONTROL TRAFFIC IF VEHICLES ARE ENTERING OR EXITING THE SITE AT POINTS BURY BOTTOM OF FILTER 2 OTHER THAN THE CONSTRUCTION ENTRANCE(S). MATERIAL IN 8"BY 12" 1'MIN. t I� TRENCH rr 8. UPON PROJECT COMPLETION AND SITE STABILIZAnON,PERMANENTLY STABILIZE ALL CONSTRUCTION ACCESSES INTENDED AS 6'MAX. } PERMANENT ACCESS FOR MAINTENANCE. 2'MIN GEOTE%TILE STANDARDS STANDARD WOR BEOOD TTERS OR 3 TEMPORARY SWALE GRAB TENSILE STRENGTH(ASTM D4751)-200 PSI MIN. EQUIVALENT Ey,%Sj%NG RONO MULLENEBURSTGRAB TNSILEESTRENGTHLONGAflON(ASTM D3786-80A)3-400XPSI MIN. C2.2 SCALE. fl.T. ADS(ASTM D4751)-20 TO 45(U.S.STANDARD SIEVE SIZE) WIRE MESH SUPPORT _J FENCE FOR SLIT FILM I 0 O? oo FABRICS O O O O O FILTER FABRIC ADAPTER SKIRT- RETRIEVAL STRAP 20'R O O MATERIAL FILTER FENCE MAINTENANCE NOTES T�yg"� 1. REPAIR ANY DAMAGE IMMEDIATELY. 36'� / O O O O 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE 4"-8"QUARRY SPALLS OOOOO TiT( FENCE,INTERCEPT AND CONVEY THEM TO A SEDIMENT INLET PROTECTION NOTES. O O PROVIDE WASHED - POND. 55 SLOPE AWAY FROM ROAD O O GRAVEL BACKFILL OR II,_ 1.FILTERS SHALL BE REMOVED AND CLEANED OR O O O O O O COMPACTED NATIVE * =� 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE REPLACED AFTER EACH STORM EVENT AND ON A SOIL AS DIRECTED BY FENCE FOR SIGNS OF THE FENCE CLOGGING,ACTING AS A OVERFLOW WEEKLY BASIS. a OOOO LOCAL GOVERNMENT BARRIER TO FLOW,AND THEN CAUSING CHANNEUZAIION GEOTEXTIL (TO BYPASS O O OF FLOWS PARALLEL TO THE FENCE.IF THIS OCCURS, REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. FABRIC PEAK STORM GEOTE%TILE OO BURY BOTTOM OF FILTER 8"MIN. VOLUMES) m MATERIAL IN 8"BY 12" 4. REMOVE SEDIMENT DEPOSITS WHEN THE DEPOSIT REACHES N ti FOR EXISTING AND TRENCH APPROXIMATELY ONE-THIRD THE HEIGHT OF THE SILT _ FENCE,OR INSTALL A SECOND SILT FENCE. CATCH BASIN NEW CATCH BASINS w 12' MIN.THICKNESS PROVIDE FULL WIDTH OF 2' T 2"WOOD --- - a INGRESS/EGRESS AREA POSTS,STANDARD 5. IF THE FILTER FABRIC BREAKDOWN, HAS DETERIORATED OR BETTER OR DUE TO ULTRAVIOLET BREAKDOWN,REPLACE IT. I o EQUIVALENT SEDIMENT ACCUMULATION ROCK CONSTRUCTION ENTRANCE 2 FILTER FABRIC FENCE 4 CATCH BASIN FILTER w C22 SCALE: N.T.S. C22 SCALE: N.T.S. C2.2 SCALE: N.T.S. 3 rn MAINTENANCE STANDARDS 1. CHECK DAMS SALL BE MONITORED FOR PERFORMANCE AND SEDIMENT ACCUMULATION DURING AND AFTER EACH RUNOFF O f�►' v� So PRODUCING RAINFALL.SEDIMENT SHALL BE REMOVED WHEN IT REACHES ONE HALF THE SUMP DEPTH. d 2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE CONCRETE HANDLING NOTES EDGES of THE DAM. TEMPORARY HYDROSEED MIXTURE 3. IF SIGNIFICANT EROSION OCCURS BETWEN DAMS,INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CONCRETE WORK GENERATES PROCESS WATER AND - a HYDROSEED MEADOW MIX TEMPORARY SOIL STABILIZATION AREAS RATIO, SLURRY THAT CONTAIN FINE PARTICLES AND HIGH H "� MAINTENANCE STANDARDS CHANNEL P t.PROVIDE PROMINENT 1'MARKER WITHIN POND. BY WEIGHT,OF 40%PERENNIAL RYEGRASS,40%TALL FESCUE,20%RED BOTH OF WHICH CAN VIOLATE WATER QUALITY SEDIMENT SHALL BE REMOVED VIEW LOOKING UP STREAM 18" (0.5m) FESCUE. STANDARDS. UTILIZE THESE MANAGEMENT PRACTICES 2.FROM THE POND WHEN IT REACHES 1.0'IN DEPTH. O ANY TIME CONCRETE IS USED, �! 3.ANY DAMAGE TO THE POND EMBANKMENTS OR A SLOPES SHALL BE REPAIRED. �_ APPLY 1AT 350 0ACRE W "' APPLY 10-2020-20 FERTILIZER AT 435 LB./ACRE 1.CONCRETE TRUCK CHUTES,PUMPS,AND INTERNALS � A 9 ACRE APPLY WOOD FIBER MULCH AT 2000 LB. SHALL BE WASHED OUT ONLY INTO FORMED AREAS a _ / AWAITING INSTALLATION OF CONCRETE OR ASPHALT. Z MA%.WATER SURFACE EL-128.0 E ., CULVERT OR SWALE 12YR/24HR STORM) "P SEED MIXTURE: 2.WHEN NO FORMED AREAS ARE AVAILABLE,CONTAIN INLET PER PLAN SEEDING ALONE IS ACCEPTABLE ONLY ON FLAT AREAS AND LIMITED TO WASHWATER AND LEFTOVER PRODUCT IN A LINED TOP EL=128.0 MIN. MARCH 1ST TO MAY 15TH AND AUGUST 15TH TO OCTOBER 1ST.JUTE CONTAINER.DISPOSE OF WASHWATER IN A MANNER MATTING MAY BE REQUIRED ON STEEP SLOPES. THAT DOES NOT VIOLATE GROUNDWATER OR SURFACE -III=III= _-I I it - - ice,_III='�111=III=III=III=III=III- - SEED SHALL CONFORM TO THE STANDARDS FOR"CERTIFIED"GRADE WATER QUALITY STANDARDS. - - - - SEED OR BETTER,AS OUTLINED BY THE STATE OF WA.DEPARTMENT OF 3.UNUSED CONCRETE REMAINING IN THE TRUCK AND - - 1III-III-III-III- - - - A AGRICULTURE'S'RULES FOR SEED CERTIFICATION"LATEST EDITION. SEED PUMP SHALL BE RETURNED TO THE ORIGINATING PROJECT NO. BOTTOM IIELII�1240 SHALL BE FURNISHED IN UNOPENED CONTAINERS WITH SEED MIXTURE BATCH PLANT FOR RECYCLING. TDG#18005 INFILTRATION RATE=10.0 N/HR SECTION A-A CONTENT AND INERT MATERIAL PLAINLY MARKED ON THE OUTSIDE OF DRAWN BY: RIPRAP SPILLWAY CONTAINERS. FURNISH DUPLICATE COPIES OF A STATEMENT SIGNED BY 4.HAND TOOLS INCLUDING,BUT NOT LIMITED TO, 5'11D'x1'THICK THE VENDOR CERTIFYING THAT A CERTIFIED SEED-TESTING LAB HAS SCREEDS,SHOVELS,RAKES,FLOATS,AND TROWELS PAD 4"-6'QUARRY SPALLS FLU_ TESTED EACH LOT OF SEED WITHIN 6 MONTHS OF DELIVERY TO THE SHALL BE WASHED OFF ONLY INTO FORMED AREAS CHECKED BY: PROJECT SITE AWAITING INSTALLATION OF CONCRETE OR ASPHALT. 5.EQUIPMENT THAT CANNOT BE EASILY MOVED,SUCH AS PAD s TEMP. SEDIMENT/ INFILTRATION POND - o CONCRETE PAVERS,SHALL ONLY BE wn IN AREAS THAT DO NOT DIRECTLY DRAIN TOO NATURAL RAL OR m C2,2 = - - v CONSTRUCTED STORMWATER CONVEYANCES. Off SCALE: N.T.S. '��IH N Q ( 8' 2.4m 6.WASHDOWN FROM AREAS SUCH AS CONCRETE a- U 3 AGGREGATE DRIVEWAYS SHALL NOT DRAIN DIRECTLY (n J o SPACING BETWEEN CHECK DAMS TO NATURAL OR CONSTRUCTED STORMWATER (n J CONVEYANCES. U) V uj 7.CONTAINERS SHALL BE CHECKED FOR HOLES IN THE Z Ur Q ¢ LINER DAILY DURING CONCRETE POURS AND REPAIRED THE SAME DAY. N Z A L B m _ J Sw AS-BUILT DRAWING APPROVAL m C> z L= THE DISTANCE SUCH THAT L POINTS A THIS PLAN SET HAS BEEN REVIEWED AND APPROVED L1J O AND B ARE OF EQUAL PER THE CONDITIONS ON THE TITLE SHEET. } `~ ELEVATION Q s ROCK CHECK DAM U' BY: C22 SCALE: N.T.S, Y 9 City Engineer,CITY OF ARLINGTON SHEET TITLE DATE: CONSTRUCTION DRAWING APPROVAL TESC DETAILS THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: SHEET NO. City Engineer,CITY OF ARLINGTON ^ ^ .L) DATE: \(v-•LJ THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA CB#1-TY.2-54" RIM=127.55 EDGE OF ROCK GALLERY o IE-117.40(12"N) BA AS k4C) DeCIM-1FILTER MHMC-3500 END CAP IE-118.95(12"E) C)(24"S) ER DTL.2/C2.4----------------- _ IM=127.15r------------------------ _----__--------_-----__--------------- =120.80(8"W) IE=120.47(12"N) slay I IE=117.64(12"S) �F.SS�A ��G I I 12"0 I I 1z"D 1/31/19 Iw I Ia I 1 I I 12"CPE HEADER �EX.GRADE 129.0 N BOTH 8955)IE 1 SURFACE GRADE VARIES f �c `127.8-129.0 I CBk2-TY.2-54" RIM-128.00 IE=117.85(6"NE,SE) IE=118.95(12"W) I IE=116.85(24"S) g0 I STORMTECH MC-3500 CHAMBERS 6'O 24 CPE INTO n ND CAP 39 CITY-MC-3500 STORMTECH CHAMBERS \n -EL=12L50 IE=116.85 BOTTOM ELEV OF CHAMBERS=116.75 0 ° C 2-54" 6/ EL=120.50 RIM=M=129.00 IE=117.85(8"S) IE=118.95(12"W) Z IE=116.85(24"N) EL=116.75 INFILTRATION GALLERY 'A' - PLAN VIEW55EL-116.00 -'_3 SCALE: 1" = 10' DESIGN INFILTRATION m RATE=13.7 IN/HR COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHEINFILTRATION GALLERY'A' - SECTION NON-WOVEN GEOTEX NON-WOVEN GEOTEXTILE SCALE: N.T.S. MC-3500 CHAMBER o C2.3 I PRIOR TO FULL EXCAVATION OF INFILTRATION GALLERY,THE INSTALL UNDER ISOLATOR ROW INSPECTION&MAINTENANCE CONTRACTOR SHALL PROVIDE TWO(2)TEST PITS FOR GEOTECH (NORTH ROW) CB#1 - U ENGINEER VERIFICATION OF THE DESIGN INFILTRATION RATE. TWO LAYERS OF ADS TY.2-54"CB STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT V m GEOSVNTHETICS 315WTM WOVEN SEE DETAIL 51C2.3 A. INSPECTION PORTS(IF PRESENT) U�j o GEOTEXTILE BETWEEN FOUNDATION FOR ISOLATOR ROW A.1. REMOVEIOPEN LID ON NYLOPLAST INLINE DRAIN f-I 3 it STONE AND CHAMBERS. A.2. REMOVE AND CLEAN FLEX STORM FILTER IF INSTALLED z m 8.3-FT MIN.WIDTH STRIPS(MG BYPASS 3500). - - A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT m o AND RECORD ON MAINTENANCE LOG �1y A.A. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF O IE(12"E)=118.95 SEDIMENT LEVELS(OPTIONAL) N A.S. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT, rT Q Z OE(24'S)= PROCEED TO STEP 3.ACCEPTABLE FILL MATERIALS:STORMTECH MC-3500 CHAMBER SYSTEMS g B. ALL ISOLATOR Rows IE(12'N)=117.40 B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATORAASHTO MATERIAL COMPACTION/DENSITY w R �I I-�MATERIAL LOCATION DESCRIPTION N r B.2. USING A FLASHLIGHT,INSPECT DOWN THE ISOLATOR ROW THROUGH 1-�-1 F-ICLASSIFICATIONS REQUIREMENT rn 3 OUTLET PIPE nI C7 - FINAL FILL:FILL MATERIAL FOR LAYER'D'STARTS O NOi MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A FROMTHETOPOFTHE'CLAYERVETHEBOTTOM ENV SEERS _MATERIALS,NATIVESOILS,ORPER PREPAREPERSITEDESIGNENGINEER'S PLANS. ML) )O GRAFLEXIBLEPAVEMENTOR THTUNPAVEDSUBAS ENGINEER'SUBGRAEREQUIANS.CHECK LANS FOREMENTS PAVEMENT WA PAVEDINSTALLATIONS MAY TION AVE REQUIRINGENTMENTS UU 2 ____ CONFINED SPACE ENTRYGRADE PART FTHE THATPAVEMENT SUBBABE SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS. I II) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IFMAY BE PART OF rHE'D'uYER ENTERING MANHOLEAASHr2,IS BEGIN COMPACTIONS AFTER N(soy mm(of < 24"(600 mm)HDPE ACCESS PIPE B.3. IF SEDIMENT IS AT,OR ABOVE,3"80 mm PROCEED TO STEP 2.IF NOT, INITIAL FILL:FILL MATERIAL FOR LAYER'C' GRANULAR WELL-GRADED SOIUAGGREGATEMIXTURES<35% MATERIALADD TIOAL LAYERS I IS'(300.D.STARTSFR ETHE R)T24'FTHEEMBCVETH FINESORPROCESSED AGGREGATE. COMPACTO A MIONALL PROCTOR DENSUmm) ZPAREQUIRED PRE-COREFACTORY PROCEED TO STEP 3. CSTONE('HECHMBER,NOTETHAT PAVETHE OR MA%LIFTSTOEDMAT5%PROCTOR RE-FOR ww T#:MC500ENDCAPTOPOF MAY BE APARTOF HE'C'_VEMENT MOST PAVEMENTSUBBAST MATERIALS CAN BE USED IN LIEU WELL GRADED MATERIPL AN095%RELATIVE N < "s PART#:MC3500 EPP248CSTEP2 CLEANOUTISOLATOR ROW USING THE JETVAC PROCESSAASHTO Maa' w ) suseABE MAY BEAPART OF THE uvER. of THIS LAYER, 3.357.4.467.s.s6.s7.6.67.68.7.76.e.W. DENSITY FOR PRocssssS AGGREGATE A. AFIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" 9,10 MATERIALS a g MC3500 SECTION (1.1 m)OR MORE IS PREFERRED - ENTSTONE:FILL SURROUNDING THE MATE NTS B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS _ CLEAN,CRUSHED,ANGULAR STONE,NOMINAL SIZE AASHTO M43^ CLEAN B CHAMBERS FROM THE FOUNDATION STONE('A' NO COMPACTION REQUIRED. - LAYER)TO THE'C'LAYER ABOVE. DISTRIBUTION BETWEEN 3l4-21NCH(2D50 mm) 3,4 O 4 ISOLATOR ROW SECTION CB#1 C. VACUUM STRUCTURE SUMP AS REQUIRED FOUNDATION STONE:FILL BELOW CHAMBERS CLEAN,CRUSHED,ANGULAR STONE,NOMINAL SIZE -TO-3' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT R - A FOM THE SUBGRADE UP TO THE FOOT SOTTOMI DISTRIBUTION BETWEEN 3I4-2 INCH(zosomm) 3,4 SURFACE, - C2.3 STEP 3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS;RECORD OF THE CHAMBER. SCALE: N.T.S. PROJECT NO. a OBSERVATIONS AND ACTIONS. FIL EMOTE: TDG#18005 LIST AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN,CRUSHED,ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR44 STONE WOULD STATE:'CLEAN,CRUSHED, STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE n OZE No.4(AASHTo M43)STONE•. DRAWN BY: STORMTEGH COMPACTION REQUIREMENTS ARE MET FORA'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9-(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 5 s STORMTECH SYSTEM. z. RATIONSURFACES MAYBE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION PAD EQUIPMENT,FOR SPECIAL LOAD DESIGNS.CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. Lii w NOTES °W CHECKED BY: SOLID ROUND PAD ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAYER(DESIGNED E 5 LOCKING LID 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. AROUND CLEAN,causHES.ANGULAR STONE IN A a e LAVERS BY SITE DESIGN ENGINEER) gga ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS + 11 RIM=127.55 OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER Y p s, gg _ ELEVATIONS. rn PERIMETERSTONE i,Jsrnu. .ocw 24" (SEE NOTE 6) C - - (60o mm)MIN' MAX c w "12'(300 mml MIN 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION 3 O o o U B SHOWS THAT MAINTENANCE IS NECESSARY. EXCAVATION WALL J 0 (CAN BE SLOPED OR VERTICAL) 45' a;; J Z (1140mm) 8 d Y.$ w U gg 66 Q 8=a Q II II A $ II DEPTH OF MINE BE DETERMINED g $� c(15n mm)MIN = _ BY DESIGN ENGINEER W(230 mm)MIN e� OVERFLOW TO 00 LI.J 7 MC-3500�� Ls B' N ew MANIFOLD m END CAP B GRENOTE (230 mm)MI 7T(1950 mm) 12'(300 mmIttP 3€ J ue(SEE NOTE s( a2 EL=120.45 NOTES: _ IE(12"N)=117.40 Q Q IS AS-BUILT DRAWING APPROVAL m UI 1. M-00 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418'STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. �O^' o IE(12"E)=118.95 L 2. M-00 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM FM7'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS'. ag 7. TO ECCENTRIC THIS PLAN SET HAS BEEN REVIEWED AND APPROVED Lu 3. "ACCEPTABLE FILL MATERIALS'TABLE ABOVE PROVIDES MATERIAL LOCATIONS,DESCRIPTIONS,GRADATIONS,AND COMPACTION REQUIREMENTS FOR FOUNDATION,EMBEDMENT,AND FILL MATERIALS. zm g3 OVERFLOW PER THE CONDITIONS ON THE TITLE SHEET. ~ 12 F= 4. THE"SITE DESIGN ENGINEER'REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT. 4 ,� MANIFOLD E(24"S)=116.85 Q TY.2-54'CB 5. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH M IIN CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. a � BY: 6. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. �� City Engineer,CITY OF ARLINGTON 7. ONCE LAVER'C'IS PLACED,MY SOIUMATERIAL CAN BE PLACED IN LAYER UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER €� SECTION VIEW SHEET TITLE 'C OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. DATE: SHEET 1 OF 1 5 C13#1 - ISOLATOR ROW BYPASS CONSTRUCTION DRAWING APPROVAL STORM C2.3 SCALE: N.T.S. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS STORMTECH CHAMBERS PER THE CONDITIONS ON THE TITLE SHEET. 3 C2.3 SCALE: N.T.S. BY: SHEET NO. City Engineer,CITY OF ARLINGTON DATE: \ 2 .3 THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 0 P. DFG �OQ' pF wASiy�cL��i y35S46 � �S'3'/0NATLkF-��G� a 06' 1/31/19 36"F&C G a INLET OUTLET P LAN V I EW a 0 OVERLAYft A HERE -zo 55 6� a BAYFILTERi]-3 W 515 MANHOLE PROJECT 36"FRAME AND COVER OUTLET PIPE LOCATION RIM EL=127.15 QD b �BAYFILTER A E DUALRVFLeW D.pD s 4, �_ � AIR RELEASE VALVE W DRAINAGE ARE4 E m Oo CARTRIDGE DESIGN FLOW RATE POLYMER #BAYFILTER CARTRIDGES z SEAL WILEf CWMBER }REAIED SEDIMENT CAPACTV TDD LBS o $a 3' w INLET 6' ' E DRAINAGE THE BAVFILTER STORMWATER MANAGEMENT SYSTEM IS MATERIAL A 6TORMWATER FII-ATION DEVICE DESIGNEDTO FLOW REMOVE FINESEUIMENTS,11 Mf:TTAL,AND STEPS Q ' MEDIA PROBPORUS.THE BAYFBTER SYSTEM RELIES ON A CONTROL SPIRALWOUND MEDIA FLUE—RIDGE WITH OVERFLOW SPIRAL INLET �a ORIFICE APPROXIMATELY BD SpUAREFEETOFFIN A COONAREA STANDPIPE N THE FILTERCARTRIpGE3 ARE HOUSED INACONCRfIE ,�O I! w n o OUTLET STRUCTURE THAT EVENLY DISTRIBUTE3 THE FLOW B DRAINAGE BET WEENCARTRIDGES.THESYSTEMISOFFLINEWITHAN O MATERIAL INLET EXTERNAL BYPASSTHATIO Tf:S HIGHINTENSITY RMS PLATE STO ARDUNe THESYSTEM.THER ERI—IIDSES FILTER REMOVE POLLUTANTS FROM RUNOFF BY FIL ATOM gg _ (INTERCEITIOWATTACHMENT)ANDADSORPTION. IE=12O.BO(6W) y ®I 3 P `�r••• LEG E=120.47(12"N)ON OUTLET `�:FF; GULLET d g a N o a N m SHEET OF z _ .f W ~ - CB #4 - BAYFILTER TRMT. MH w '-+ SCALE: N.T.S. o. PROJECT NO. TDG#18005 DRAWN BY: PAD CHECKED BY: PAD EX.GRADE-127.0 SURFACE GRADE VARIES Y w `128.2-128.9 m f i. 24"CPE INTO '�o o END CAP < 3 0 8„ IE=120.85 0 _ r EDGE OF ROCK GALLERY O J o ------------- ---------- -------------- - (n Lu U ST&—EL= \ z z EL=121.50 - 'I � L1J EL-120.50 m CB�/21-TY,2-54" I � RIM-128.50 ` / CB#20-TY 2-54" ¢ m Q EL=116.75 E=121.13(6"W8'SW) RIM=128.18AS-BUILT DRAWING APPROVALIE=122.95(12"E)116.00 IE=120.85 24"N \\ IE- Lu 12295 2WE) PER THE CONDITIONS ON THE TITLE SHEET. I__ '2 ( ) THIS PLAN SET HAS BEEN REVIEWED AND APPROVED O IE=120.85(24"S) DESIGN INFILTRATION ---------------------------------- ------- Q RATE=13.7 IN/HR 0 12"CPE HEADER MC-3500 END CAP BY: 2 INFILTRATION GALLERY 'B' - SECTION EOTH 1221955) City Engineer,CITY OF ARLINGTON SHEET TITLE czn SCALE: N.T.S. 120TY-MC-3500STORMTECH CHAMBERS DATE: BOTTOM ELEV OF CHAMBERS=120.75 CONSTRUCTION DRAWING APPROVAL STORM PRIOR TO FULL EXCAVATION OF INFILTRATION GALLERY,THE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS CONTRACTOR SHALL PROVIDE TWO TEST PITS FOR GEOTECH INFILTRATION GALLERY'B' - PLAN VIEW PER THE CONDITIONS ON THE TITLE SHEET. ENGINEER VERIFICATION OF THE DESIGN INFILTRATION RATE. BY: SHEET NO. City Engineer,CITY OF ARLINGTON C2 .4 ^ M DATE: \(v_•LJ THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA FINAL JOINT MUST BE SAW-cur SAW-CUT OR LINE DRILL 2"MIN ASPHALT QQ� of wAS,y�cL�� UNDERLYING CONCRETE CONCRETE 4i i _ EXISTING ASPHALT CONCRETE V it! 9b I - i ° NON Cott OPERATED UTILITIES T ASS ONAI `T_�G i 0 5 O 0 (PUD,CABLE TV,PHONE,GAS Y EXISTING CEMENT i g e x — — h —° ETC.) MAIN CONCRETE 3/5/19 g g Lu ` EXISTING ASPHALT CONCRETE OVER CEMENT COWRETE o _ a_a O- .- ASPHALT CONCRETE(3"MIN) $Q 00 �R O LLI O STORM DRAIN _ �54WO CUTMU� THI�CKERENENT THAN PREVIOUSLYPATCH TO�E%ISTED WFO NP O ,... <� g $ z v1 g W a 3611IN WATER MARL TYPIUIL INSTAILATIOI'LS COV 'sa � EXISTING ASPHALT O O r CONCRETE 4 Vi CDF -0 El € a V - - GALVANIZED ONC8 U-CHANNEL 2LB EXISTING ASPHALT OON[RE�'E AVER PREPARED GRADE yn s �a� SANIT O 0 g W ?v "r CEMENT CONCRETE(8"FIN SATE"S.S.BOLT,NUT ) �m REPLACEMENT PATCHFINAL TO m , syX i AND LOCK WASHER THICKER THAN PREVIOUSLY EXISTED N 0$ Y Fd F O STOW GRAIN COMMER CIALSLEEVE -U-CHANNEL 2LB BE SAWpCUTM F5 UST CONCGALV 30"LONG EXISTING CEMENT i h GGG 3 "o o ff CT�'' CONCRETE 12 1. 5 MINIMUM HORIZONTAL SEPARATION BETWEE`: CDF m PUBLIC UTILITIES AND PRIVATE UTlUTIES.p v S 3 N'z� R � a CiU W ON�' 2. MINIMUM SEPARATION RfOVIREMENTS FROMhNu mO o PUBLIC UTILITIES APPLY WITHIN EASEMENTS+ Ou� rr _N a AND PRIVATE PROPER Y. /�r��+ EXISTING CEMENT CONCRETE OVER PREPARED GRADE } O 3. 18"VERTICAL SEPERATION AT WATER AND NOTES:80SEWER CROSSINGS. 1.STANDARD STOP SIGNS SHALLBEi uONON CT'OPERATED UTILITIES 30'A30"PRIZMATIC SPECIFICATION NOTES: b z m — `T— — —p (PUD,CABLE N,PHONE,GAS UNLESS OTHERWISE APPROVED OR 1.ALL TRENCHES IN ROADWAY AREAS SHALL BE BACKfILLED ANO PATCHED WITH TEMPORARY DIRECTED BY TIE CITY ENGINEER. o LY `_� ETC.) ASPHALT AT THE END OF EACH WORN DAY,UNLESS PERMISSION IS GRANTED TO DO OTHERWISE m ta 12" BY THE Cry ENGINEER. U cat AT G 2.STREET NAME SIGNS MAY BE f�i-i 4 5 S z m< INSTALLED AT TOP OF POST. 3 2. ALL TEMPORARY PATCHES ON TRENCHES SHALL BE PERMANENTLY PATCHED WITHIN 2 WEEKS OF �/ H n n ~ TYPICAL SECTION COMPLETgN OF WORK WITHIN THE ROADWAY AREA. SYY BAc EEPAIIfvmR V PONJC EDRB STANDARD DEIALI STY O KAA DVARKM 01 POEM 110E8 IS DE-e wAATva AAA[ DVAATWWl 01 PODJC E01® STADARD DETAIL ♦7T •A1 D�VAEIRmR V FVRX vow STANDARD DETAIL O O N 3 STANDARD DETAILS NRREB ° ' w wpw STANDARD DETAILS NIUMER TAa w w2Na STANDARD DETAILS wMTEv wPo• STANDARD DETAILS H MBER k TYPICAL ROADWAY SECTION R-0'z0 • • TRAFFIC REGULATORY +ylA ARTERIAL & INDUSTRIAL ACCESS '+tl � TYPICAL UTILITY LOCATIONS R-060 r SIGN INSTALLATION R-120 ►+yr®• PAVEMENT PATCH R-140 1/2' 4'FULL DEPTH EXPANSION JOINT EVERY 30'.ALIGN EXPANSION JOI 5.5" 2 2 @ DUMMY JOINTS IN CURB V-GROOVE 1/2'R LEI Ill. 6 WITH JOINTS IN SIDENUK 1/4 DEEP I I SEE (TYR) 2 x 1•R DETAIL • W 4 V-GRDGVE BELOW /� W 1 4,DEEP e n / WAhk 1DUMMY JOINT 6 1"R Is,C/C WMMY, v{T 12" a G a 3 • ' a d o 5 D/w CUT _ a8.5' 6 Z•„ 4' PROJECT NO. G - e .a �W TDG#18005 2�L 1 DRAWN BY: 1/2"A 1 1/Y FULL DEPTH CURB&GUTTER PAD ^•^cAc�• \� �// EXPAW10H JOINT EVERY 3O 1' \1!T/ CHECKED BY: PLAN VIEWS SEE NOTE 9 �,• PAD �g 5'TYPICAL TYPI�.AL SECTION RE CEMENT CONCRETE a 1/2"x t 1/2" (SEE NOTE 7 BELOW) TYPE I SIDEWALK Q 3 DUMW JOINT 2% CEMENT CONCRETE CURB U -- SIDEWALK U) J o TYPE T CURB&GUTTE 12" SEE SID DETAIL R-110 ,�`. / (n J - Uj •`2"CRUSHED SURFACING — z m ¢ TOP COURSE.COMPACTED NO Cn Z TO 95R OFNSRI' ,. --Fa.15 SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 1/2"LIP m Q W TMM SON 2. DUMMY JOINTS SHALL BE PLACED 15 FEET ON CENTERS.Dummy JOINTS SHALL BE 1/2"K 1-1/2"- R=30' NOTES: 3, THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS,INLETS AND AT POINTS OF TANGENCY ON Q STREETS,ALLEY AND DRIVEWAY RETURNS.MAXIMUM SPACING SHALL BE 30 FT,PRE-MOLDEDDETAIL Jw CURB AS—BUILT DRAWING APPROVAL m C7 1. SIDEWAIAS SHALL BE A MINIMUM Of 4"THICK,AND SHALL BE CLASS 3000 CEMENT CONCRETE.WTH AR 'ILL.SFULL BE 1/2"WADE AND CONFORM TO AASHTO DESIGN M213. ENTRAINMENT(MIN 4,5A-MAX 6.55). w L 4. AM.JOINTS SHALL BE ILEA+AND EDGED. THIS PLAN SET HAS BEEN REVIEWED AND APPROVED O WITH 2. FULL EXPANSION JOINTS SHAM GENERALLY PULED TO MATCH M THOSE PACED ADJACENT CURB& PER THE CONDITIONS ON THE TITLE SHEET. A+- GUTTER, MAXIMUM SPACING OF 30 FEET,T.FINAL SPACINGGDETERMINATION SHALL BE DECIDED BY THE S. CONCRETE SHALL BE CEMENTCONCRETE,CLASS 30D0. INSPECTOR IN THE FlELO. 8. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS,W000 FORKS MAY BE USED ON CURVED ,O1 w' /QF�3. SUBGRADE SHALL BE COMPACTED TO NOT LESS THAN 95%OF MAXIMUM DENSITY. SECTIONS. Oj WIDTH OF DRIVEWAY AT PROPERTY LINE. L! 4. SIDEWALK SHALL BE AT LEAST 6"THICK IN DRIVEWAYS. 7. FINISH SHALL BE LIGHT BROOM FINISH. BY: O2 1/2"WIDE FULL DEPTH ExPAIN510N JOINT. BY: Engineer,CITY OF ARLINGTON 5. THE FINISHED PAPER OR SHALL BE SPRAYED THE a 7tNT OFR AI OR OTHER COMPOUND NCLEM COVERED BY 8. THE FINISHED CURB OR P BE SPRAYED WITH A HE EVENT OF CURING COMPOUND AND COVERED O-� $HEETTITLE WATERPROOF PAPER OR PLASTIC SHEETING IN THE EVENT OF RAN OR OTHER INCLEMENT WEATHER_CURING WATERPROOF PIPER OR PLASTIC MEMBRANE IN THE EVENT OF RAN OR OTHER INCLEMENT HEATHEN.. O3 FULL DEPTH EXPANSION JOINT IF 1O IS 15'OR GREATER, TIME SHALL BE FOR A MINIMUM OF 72 HOURS. CURING TIME SHALL BE A MINIMUM OF 72 HOURS. DATE: 4O DRIVEWAY TO BE SURFACED WITH ASPHALT OR CONCRETE, 6. ALL JOINTS SHALL BE CLEANED AND EDGED WITH AN EDGER HAYING A 1/4"RADHJS. 9. ALL CURB AND GUTTER SHALL BE PLACED ON A MIN OF 2"OF CRUSHED SURFACING TOP COURSE. O CONSTRUCTION DRAWING APPROVAL ROAD S DRIVEWAY CEMENT CONCRETE SHALL BE A MIN OF 6"THICK IN RESIDENTIAL AREAS,6"THICK IN 7. SIDEWALKS ARE TYPICALLY 5'WIDE,WIDER SIDEWALK MAY BE REQUIRED BY THE CITY. 10.DUMMY JOINT 1/2"•1 1/2'BETWEEN TYPE 1 CURB AND GUTTER AND THE SIDEWALK. COMMERCIAL AREAS,AND IS TO BE PLACED ON A MINIMUM OF 2"CRUSHED SURFACING TOP COURSE DETAILS COMPACTED TO 95%MAXIMUM DENSITY. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. tigY O Ax DAPAKIMIU"DP PVBUI rORA9 STANDARD DETAIL +,SY O °'"T �A RTMW Oil PVN,I[Tr(NT>s SipNDA:p pF-eIl 1TY O '°A DVARTMBNT OF PUBLIC VORKS STANDARD DETAL STANDARD DETAILS NUMBER D wn AKw STANDARD DETAILS Hu9BER ° A ww STANDARD DETAILS HUMDER BY: SHEET NO. ►+�t CEMENT CONCRETE SIDEWALK R—170 r� CEMENT CONCRETE CURB AND R—1$0 T�q CEMENT CONCRETE DRIVEWAY APPROACH R-230 City Engineer,CITY OF ARLINGTON ^ yINO'L +ylNO'L� GLITTER TYPE 1 +y7NG,Uo TYPE 2 C3 . 1 -J ■ I� DATE: J I THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA Q D o DIRECTION OF FLOW p P' OeGL FRAME&GRATE OR RING /4 BARS O 6" . 5" 24' 3� A 1 3/8 �QQ- of wAgN�c�� 4 0 o CENTERS[OTTOM 4 REBAR SEE NOTE 1 '1 AND COVER(GRATE OR HANDHODS " COVER SHALL BE LOCKING) 2 FWITH 1"MIN COVER - 1"CLEARANCE CS9 NOTE qi `� z z\ GRADE RING r ( T � NV 1 A."�. 24- 5" FScI5TE1��G� TOP SLAB RISERS,BRICKS 12 ROWS FRAME HID CRATE(OR SOLID COVER), L 20• 4" MAX)OR GRATE RINGS r r` SEE APPLICABLE STAIR SO DETNLS 1. CONCRETE INLET TO BE CONSTRUCTED IN 6'OR 12` 1-�3 BAR FOR r� DR za"Dw-r -ESLAB �� / 3/5/19 ACCORDANCE WITH ASTM C478&000 1 48'.54"4 60"70P 1 UNLESS OTHERWISE SHOWN On 111E PLJJt$ Z STEPS DR LADDER 2-/3 BAR FOR ' OR NOTED IN THE STANDARD SPECKICATK)NS.ALL CONCRETE SHALL BE 48'OR 54' M M �� M *� f C1A55 4TOD. 1211IN 12"MIN ! 2. REINFORCING SHALL BE EQUIVALENT TO TYPICAL ORIENTATION r(�11, r� ID WELDED WIPE FABRIC(WWF)RATNG A _ f0.R Af;< ^L Fq �� d 5 N B MINIMUM AREA OF 0.12 SQUARE NCH PER I I "CUR II Il�m FOOT.WAIF SHALL COMPLY TO ASTM A497. I PRECAST BASE& TIP HANDHODD I INTEGRAL RSER PATCH BASIry$TIE" WWF SHALL NOT BE PLACED IN KNOCKOUTS ) n 2'X4'X8'SOLID BRKX USED FOR FINAL 6"Ste•�( /5 BARS O 6" ADJUSTMENT TO GRADE.B"NIGH MAX. 3. ME BOTTOM OF THE PRE-GMAT BASE B" S4' REINFORCING(FOR PRE-CAST BASE @ CENTERS BOTTOM FACE • 112'MIN 8"(80'CB) WITH 1'MIN COVER 12"NIN'\� ' I� A E•w--7-5/6' SECTION MAY BE ROUNDED. o INTEGRAL RISER) 20' 1 B"I,,CB) W-{ ' MORTAR r 12 I 0.15 SO.IN./FL E.W.(48'CB) J I TOP VIE41T 4. PRE-CAST BASES SIVLLL BE FURNISHED "(96'CB) [�--7 � �^1 rig FILL 0.19 SQ_IN./FT.E.W.(54'CB) LLL� m LL�IIIL�I) 2t, SWITHHALL CUTOUTS OR KNOCKOUTS.KNOCKOUTS 0.25 SQ_IN/FT.E.W. (60'CB) 1 SHALL HAVE A WALL THICKNESS OF FACTORY MIN. 72"70P SLAB 7 ALL PIPE SMALL BE S.UNUSE IN KOU7 0.29 SO.IN/FT.E.W.(72'CB) ELEYATgN PROVNK:D KNOCKOUTS.UNUSED KNOCKOUTS 0.29 50,IN/FT.E.W.(96"CS) 24" 1 NEED NOT BE GROUTED IF WALL IS LEFT ie�ji8lg g..M DROP RUNG CATCH BASIN STE- C 1 INTACT. 1'-O"FOR 48",54-&60'CB 'ALL STEPS COPLOYMEP 1-1/4" 2-1/2" 2-3/4'(TYR_) �p 2-0 FOR FOR 72'&96'CB '�B BARS O 7'CENTERS PROPYLENE 3-1/2"R l' S. KNOCKOUT OR CUTOUT MOLE MARE 5 EQUAL BOTTOM FARE WITH 1' I O TO PIPE OUTSIDE DIAMETER PLUS CATCH SEPARATE CAST-IN-PLACE NIN COVER NOTES"' flASIN WALL THICKNESS.KNOCKOUTS MAY BASE OR SEPARATE GRAVEL BAOKFlLL BE ROUND OR"D"SHAPED ANO MAY BE PRECAST BASE FOR FOUNDATIONS 1. PROPRIETARY CATCH BASIN HANDHOLDS AND STEPS ARE ACCEPTABLE. -5 RISER SECTION T ON ALL 4 SDES WITH MAXIMUM DIAMETER 6'NINCONPACTEO DEPTH PROVIDED THAT THEY CONFORM TO SEC.k,ASTM C478,AASHTO 1/8` 2-3/4' 1-5/e' 2-1/4' f� OF 20' FOR PRECAST BASE ONLY M-199 AND MEET ALL WI REQUNEMENS. 2-3/4 1 6. THE MAXIMUM DEPTH FROM THE FINISHED 2. CATCH BASIN STEP/HANDHOLD LEGS SHALL BE PARALLEL OR SEM.T"ION 7/8. 5/16"R �• GRADE TO THE PIPE IW43U IS 5'-0'. 'FOR SEPARATE APPROXIMATELY RADIAL AT THE OPTION OF THE MANUFACTURER, 5 p CAST-IN-PLACE ONLY EXCEPT THAT ALL STEPS IN ANY CATCH&SIN SHALL BE SIMILAR. I C 7. THE TAPER ON THE SIDES OF THE Kyy��., 2"CUR PENETRATION OF OUTER WALL BY A LEG 15 PROHIBNED. t a PRE-CST BASE SECTION AND RISER IR/I Gi ` SECTION SHALL NOT EXCEED 1/2'PER REINFORCING STEEL 3. HANDHOLDS AND STEPS SHALL HAVE'DROP'RUNGS AS SHOWN ON VANE DETAIL m I. HANDHOLDS IN RISER OR ADJUSTMENT SECTION FOOT (FOR SEPARATE IN BASES ON DETAIL DR PROTUBERANCES TO PREVENT SIDEWAYS SUP. 0.23 S0.IN-/FT-E.W.(48"CB) SMALL HAVE A 3"MINIMUM CLEARANCE.STEPS IN � N B. FRAME AND GRATE SHALL BE IN 0.IB S0.IN./FT.E.W.(54"CB) CATCH BASIN SHALL HAVE e'MINIMUM a. SLAB OPENING MAY BE 24'X 20"OR 24'DRAM. CLEANANCE.NO STEPS ARE REWIRED WHEN"B" ACCORDANCE'Mill WSOOT/ARAM 0.25 SO.IN./iT.E.W.(80"CB) IS 4'OR LESS.KANDHOLDS SHALL BE PLACED IN �r.20" 5. AS AN ACCEPTABLE ALTERNATIVE TO REBAR,WELDED WIRE FABRIC NOTES' w BE FIN:SHEONT STING SURFACES IN4LL 0.35 S0.IN./FT.E.W.(72'CB) ALTERNATING GRADE RINGS OR LEVELING BRICK HAVING A MIN-AREA OF 0.12 SOUARE INCH PER FOOT MAY BE USED USE WITH TWO LOCKING DOLTS 5/5'DIA STAINLESS STEEL TYPE 304 B3�AANY COVER T ASSURE NON-ROCKING FIi O.S9 50ITION, .IN./FT.EW.(96"CB) COURSE WITH A MINIMUM OF ONE HANDHOLD rT'I� WELDED WIRE FABRIC SHALL COMPLY TO ASTM A497. 1/2-MN BETWEEN THE LAST STEP AND TOP OF THE l-1 96"Top�Sy13 GSOCKET HEAD RATE K NOT KEPT�)ITS'2"LONG.SELF-LOCK VANED �"I I'� (TYR) z 9. FRAME AND GRATE MAY BE INSTALLED WITH FINISHED GRADE. 6. LADDERS OR STEPS SHALL EXTEND TO WITHIN 16'OF BOTTOM OF I FLANGE DOWN OR CAST INTO RISER. CATCH BASIN. IF LADDERS ARE USED THEY 9IALL BE STEEL MATERIAL SMALL BE DUCTILE IRON ASTM A536.GRADE 80-55-06, 3/4' O'RING 2. MINIMUM SUL BEARING STRENGTH SHALL EQUAL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC PER STO.DETAIL WITH BITUMINOUS COATING. 1-3/8' MAX 10.EDGE OF RISER OR BRICK SHALL NOT BE 3,300 POUNDS PER SQUARE FOOT. SS-040 MORE THAN 2'FROM VERTICAL EDGE OF A WELDING 15 NOT PERMITTED.EDGES SHALL HAVE 0.125'RADIUS. ro 3. MORTAR SMALL BE PLACED BETWEEN EACH LEVEL 7. KAN ING LADDERS SHALL BE PERMANENTLY FASTENED AT TOP BY CATCH BASIN WALL. - U OF TOM OF RINGS.TOP OF TOP SLAB.AND HAIGIILO SHALL STEP OR BY BOLFINGBOTTOM OR INB BASE. N CONCRETE- 0.125'CHAMFER OR COMPLETE DEBURRING. BOTTOM OF IRON RING. EACH SHALL BE EMBEDDED AT BDTTON IN BASE. SECTION C•C 3 `o. ,• PRECAST BASE,JOINT �. USE A BI-DIRECTIONAL VANED GRATE IN SAG VERTIGL CURVES. PPE-CAST BASE SECTION 4 REOUIRTHE MENTµSDAHO SPECIFICATIONS FOR MORE 8. UNUSU I. SAFETY FEATURES MAY BE REQUIRED IN VERY DEEP OR -o (MEASUREMENT AT THE TOP OF THE BASE) uNV5UA1 STRUCTURES. tY wow uK DRPARIYLR OF PUBTMC NNR9 wow AKM D1IPANTp117 OP PUBS RONB Y wnww KIN WW4RIYATT O►FOBMC 9DW3 TY wo AKIN Dl04RIL/AR O/PERM NIRL4 rT Q z 1 IS, DETAIL STANDATD DETAIL ♦ STANDARD,D[-all. } O IS, DCIAA D wn/I� STANDARD DETAIL NUMBER a USA W`.AWA STANDARD DETAIL NUMBER Q Kw wRMN STANDARD DETAIL NuuBEP ° KLL ILAA STANDARD DETAIL NUMBER ' 1rAaW K CATCH BASIN TYPE 2 sr TWl nac CATCH BASIN LADDER. STEP. 5])-(},j0 VANED GRATE SD-070 Z _ a' CATCH BASIN TYPE l SD-O2O v®K SD-O•'IO •t p®• o s<ANQgo ♦� 48", 54", 00", 72" & BB" t>hp4 AND TOP SLAB DETAILS ��p� rWo 4' 8 WEBS, B 1"CORE.3 LIFT HOLES 1/2'THICK SPACED A7 120 & A9-I/2'FROM CENTER B B '•, } I BI DRAIN 26-1/4 R m uw C C 1 C3 g PROJECT NO. A J L _j F A TDG#18005 -._-, NON-SKID PATTERN DRAWN BY: 11' TO BE CAST INTEGRAL ON TOP OF COVER FRMPAD MATCH EXISTING S (SEE NOTE 4) E PLAN PAD BY: II LOPE PAD IK I I.SEAT MACHINE 26-3 8' Y _ 10' 10' &GROUND 25-1 4- N IJ_ N N m rn r 24" OF TOP WEB < 0- U 3 c e ------ C/) J o TOP VIEW SECTION B-B A,, _ 1' 1-1 4' „ � J 4� m K4A -1 2" MACHINE SEAT 5' 23-3 4` LLI NOTE: A C./) z Q MATERIAL USED SHALL BE - :P DUCTILE IRON PER ASTM-A536, .A G - ° SECTION 8"B Q Lu 1-1 2'MIN 1-1 2' 1 GRADE 80-55-06'WITH " A co J CLFM SEL"IION A'A t BITUMINOUS COATING. A SECRON A-A \ LOCKING HOLES TO BE ALLOW FOR PROVIDED CRATE"4 Q m 1 4' If 5/8'OIA STAINLESS ALLOW AS-BUILT DRAWING APPROVAL o STEER, w SOCKET HEAD CAP SCREWS NO FRAME W 1_ ABOVE f0�SCREW WILL PROTRUDE ��" PER THE CONDITIONS PLAN SET HAS BONNTHE TITLED AND SHEETAPPROVED 'O RING NO7E5: GRATE TO BE USED WITH FRAME TYPE 1 CURB&GUTTER USE WITH THREE•LOCKING BOLTS S/8"DA I. DRILL THREE 5/e'HOLES THROUGH 1. SHOWN IN SAD DETAIL SD-OW. STAINLESS STEEL TYPE 304 SOCKET HEAD Q (ALLEN HEAD)BOLTS.2"LONG.DRILL HOLE$ RING SPACED AT 120. f^ © GRATE SEATING:8 INTEGRALLY SPACED 120 TO MATCH HOLES IN RING. 2. RING MATERIAL IS GREY IRON,ASTM V CAST PADS. A-48 CUSS 30. BY: q CAST POCKET LIFT HANDLE. ' COVER 50 555�5 DUCTILE IRON ASTM A536 City Engineer,CITY OF ARLINGTON ® 3. APPROXIMATE wE1GNT OF RING I5 215 SHEET TITLE /+ : SECTION C1. ® DIAMONDNON-SKID DIAMOND PATTERN '� APPROXIMATE WEIGH OF COVER COVER 150 CBS. es. DATE APPROX 2-1/2".1'.1/8'HIi:H 4. TRAFFIC RATING:H-20. + TRAFFIC RATING,H-2o. CONSTRUCTION DRAWING APPROVAL STORM THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. 1 Y O rwwmn KIN IIEPARTTORTT N PONX K0105 STPNDARD DI-+ Y:TY O W"t°'� °'� �' M W DIINR PORE -1.GSFD DI'A:I 12Y O K+K � WY PaeiJ[m� STANDARD DETAIL *+®D w WAKw STANDARD DETAIL NUMBER ° w K Kw STANDARD DETAIL NUMBER ° w P Nw STANDARD DETAIL HUMBER BY: SHEET NO. P fIM NR RM KA t SOLID COVER SD-�8� v+�t R TYPICAL PRA1lE AND GRATE INSTALLATION SD-ODD i 24' BOLT-LOCKING MANHOLE SD-110 City Engineer,CITY OF ARLINGTON<rpoK <rRp4 traa'M RING & COVER C^K .G) DATE: THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 1/4 OF SEC.14,T31 N,R5F,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 5-1/4-MVO HYDRANT McCARD STD.DUTY LOCK S: p P' DeCL INSTALLED PLUMB,SEE REQUIRED N RURAL OR ISOLATED TABLE 1.1 O� of wASNi I�TE 1 LOCATIONS IF REQUIRED BY CITY cs/ ENGINEER IONNECTICN TYPE PIPE TYPE DIRECT TAP SADDLE °� SEE NOTE 4 4-1/2"PUMPER PLASTIC X 6 TRP HOLE 41 PORT.SEE NOTE 3 DI X X IL ASS ONA BREAKAWAY BOLTS VALVE BOX PER AND BREAKAWAY 3' STD PUN W-190 •DI PIPE TO BE CL 52 OR GREATER 5 ; OPERATING R00 SEE NOTE 9 GUARD POST CONCRETE PAD AND 8"OR LARGER i 7 3/5/19 COUPLING SEE STANGRO _ 2" DETAIL NO.W-020 I CONCRETE PAD 36 S CONCRETE PAD FLAMEED TEE OR (SEE NOTE 1) 4 JI 1 SEE NOTE 6 LENGTH VARIES(24"MIN) TAPPING TEE(FL) W 24' SEE NOTE 10 I n uEGALUG RETAINER f z GLAND5 EPA 0106 ® I°• /8 Q a I � �2 _ y: 2 a 22-J 10' I r. SHACKLE "{1 SEE NOTE z4° 8 \\ UNDISTURBED MN. y, EARTH 16"x16'x4" B•RESILIENT SEAT LATE d . ' CONC BLOCK 6'CEMENT LINED DR 1` GIMRD POST f 2 CY W/MJ RESTRAINED JOINT VALVE(FL.YA),MUELLER.WI %S1HED ROCK $EE NOTE 7 OR APPROVED EQUAL EXPANSION JOINT SEE NOTE 1 MATERIAL NOTS: '-'/z uNLAs (srf NOTE z) NOTES AND MATEF 1NS: I. HYDRANTS AND ALL NATERALS MI SHALL CONFORM TO AWNA STANDARDS D SHALL BE OF STANDAHo tl�y MANUFACTURE(U&H 929 RELIANT OR MUELLER SUPER CENTURION 250 ONLY). ELEVATM Rm ELEVATION PLAN OI 1'CC SERVICE SADDLE W/OOUBLE STAINLESS STEEL STRAP OR DIRECT TAP CC THREAD CORP SEE TABLE _. THE CENTER OF 11IE HYDRANlf SHALL BE 3'FROM FACE OF CURE.IFTHERE Is,NO CURB,THE CENTER OF ABOVE. HYDRANT SHALL BE 3'FROM RIGHT-OF-WAY AND A MINIMUM OF 5'FROM TRAVELED LANE- Q 1'BALL VALVE CORPORATE STOP CC X COMPRESSION WI7H KEY FACING UP,MUELLER OR FORD ONLY. I ONE 5"TO 4-1/2-PUMPER PORT W/N.S.T.AND STORZ ADAPTER ASSEMBLY.PUMPER PORT To RE ;I'Nc; Oj 1•HOPE CTS CUSS 200 HIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AND a STREET OR ROADWAY FOR THE FIRE ENGINE ACCESS. 10 GA/GE COATED COPPER TRACER'WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. 4 TWO 2-1/2-HOSE PORTS W/N.S.T.AND 1-1/4-OPERATING NUTS. O FUH 5/8•X3/4"METER,A 1"COMPRESSION ANGLE METER BALL VALVE x 5/8"METER IS REQUIRED- FOR 5. PROVIDE GUARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REOIARED BY CITY ENGINEER PER STD. 1'METER,A 1'COMPRESSION ANGLE METER BALL VALVE x t"METER IS REQUIRED.BALL VALVES ARE LOCKABLE DETAIL W-030. 6. 04STA L 3S13'x4'CONCRETE PAD(3000 PSI)AROUND HYDRANT IN UNPAVED AREAS INCLUDING PLAANTEP QS METER SMALL BE INSTALLED BY CITY UTILITIES DIVISION AT OWNER'S EXPENSE. STRIPS.COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF CONCRETE PAD WITH 1/4"JOINT MATERIAL © METER BOX SMALL BE MIDSTATES PLASTICS 1324-12 W/SWD DI LID WITH 1 3/4-HOLE FOR TOUCH BEFORE PLACING CONCRETE. o NOTM' READ PAD(TRP). I z ?. HYDRANT RUN TO BE 6"CEMENT WED DUCTILE IRON PIPE CLASS 52 WITH RESTRAINED JOINTS(MEG.ALUG O7 5/8'x 3/4"METERS REQUIRE A 3/4'ANGLE METER CHECK COUPLING x 5/8"METER WITH A 3/4"MIPT OR APPROVED EQUAL).HYDRANT RUN LONGER THAN 50 FEET SHALL BE 8-DA.OR LARGER, I. GUARD POSTS SHALL BE 8'LONG,6"DIAMETER,CONCRETE FILLED CLASS 52 D.I.PRE OR + I"COMPRESSION ADAPTER. I`METER REQUIRES A 1"ANGLE METER CHECK COUPLING x I"METER. ,,, 8'LONG B"DIAMETER REINFORCED CONCRETE.PLANTED WITH 1W0 COATS a HIGH GLOSS n o a. A'GALV.SHACKLE RODS WITH THE EYE BOLTS AT BOTH ENDS REQUIRED FROM VALVE TO HYDRANT, NOTES: 1'COMPRESSION x rIPT ADAPTER WITH I"PLASTIC PLUG u CATERPILLAR YELLOW(RUST-OLEUNj TYPE PLANT. O � m 9. FIRE HYDRANTS SHALL BE PANTED WITH TWO COATS OF HIGH GLOSS EOUIPMENF YELLOW VAST-OLEUM" 1. CONCRETE SHALL BE CLASS 3000 PSI MIN. BO EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE AND AN ADDITIONAL 5'BEYOND EASEMENT LINE. z 3 it TYPE PAINT. 2, TOP OF GUARD POST SHALL BE LEVEL WITH TOP OF OPERATING NUT. 2. INSTALL 1/4"EXPANSION JOIM MATERIAL WITH FULL DEPTH OF CONCRETE PAD AROUND HYDRANT O METIER LENGTH BLANK STUB. o 10.INSTALL 24'x24'x4'CONCRETE PAD(3000 PSI)AROUND VALVE BOX AND 48'a48'x4'FOR MULTIPLE VALVE - E BOXES N UNPAVED AREA O a N 5 �qY wM,W w NYR WABIfm?Or PORJC BON® STANDARD DETAIL Y As�w MVR NwIturYNR or PUMAC wum JST.QAFID DE-A.I }TY Q K.ww A 4MF DEPAIRf6MT U PUBLIC BOIL STANDARD DE" }SY O wIV w A RF4 O�AMTRRT U WB1MC WRL4 STANIDARD DETAIL IQ v3i i wAXAIw STANDARD DETAILS Iw w wAV� STANDARD DETAILS ° ' wA+ti STANDARD DETAILS °' ' WARti STANDARD DETAILS �I a MIMER NUMBER MOWER NUMBER �+ FIRE HYDRANT ASSEMBLY W-010 o�A va.Rla FIRE HYDRANT CONCRETE PAD W—O2O yp®oa F[RB HYDRANT GUARD POSE W-0:30 ; 5/8" X 3/4" & 1" W-040 ." lAn 4vOt Lth6'T T$LJN GLO RESIDENTIAL WATER SERVICE �/ z — B cE:ILn,- 2 1 � � � INrtNOR WA4L f,Jl. � 2A'MIN l a 6 TRP HOLE 7'-2'MIN 6"MIN I— '- pa 3 MIN 3 MN 2 5 10 7 3 2'MIN 4 7 3 ROW T FLOW `'j 8 2 I4 2 51 I PLED PROJECT N SEE NOTE 10 �I'�° ELEVATION 5 TDG#18005 DRAWN BY: 11 f5 0 - MATERIAL LIST: PAD 12 �I n ELEVATION _ 1/L-IN LI'.ILL,SOFT SEATED WASHNGTON ST APPROVED DOUBLE CHECK DETECTOR VALVE ASSEMBLY WHICH CHECKED BY: a 4 MUST BE w57ALLED IN THE SAME ORIENTATION FOR WHICH IT WAS APPROVED,ASSEMBLY TO INCLUDE:TEST MAIBU&LIP COCKS,3/4'BRASS OR COPPER BYPASS WITH IN-LINE VALVES AND A 5/8"REMOTE METER,METER TO READ PAD 2 IN CUBIC FEET.AND BE REMOTED TO AN EXTERNAL WALL OF BUILDING METER BOX. 22_I Oj WASHINC70N STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY INCLUDING TWO BRASS BALL VALVES AND O UNI-FLANGE MTN SET SCREWS OR MJ x R ADAPTER WITH MEGALUG OR GALVANIZED SHACKLE TO ELAN WITH Y 10 FOUR RESILIENT SEATED TEST COCKS, TWO 3/4-RODS.OR MJ RETAINER GLANDS FOR BOTH UPSTREAM AND DOWNSTREAM OF ASSEMBLY. (� J O IN N0N-TRAFFIC AREAS USE: Q m I FOR 3/4-TO I"ASSEMBLIES,USE A MID STATE MSBCF 1324-12. DUCTILE IRON PIPE(SIZED AS REQUIRED) U IRED)CLASS 52. 3 9; FOR 1-1/4'70 2'ASSEMBLIES,USE A MID STATE MSBCF 1730-19, 4O TWO GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2-1/2"DIAMETER AND URGER PIPE J o NOTES AND MATER S: A TRAFFIC LOADED BOX MUST BE USED AND LOCATION APPROVED BY THE CITY OF ARLINGTON PRIOR TO TRAFFIC A 4"MINIMUM FLOOR DRAIN OR WALL FOOTING DRAIN MUST BE PROVIDED IN THE SINE ROOM. (/� J INSTALLATION. �`60 FLUSHING CAPABILITIES MUST BE PROVIDED WITH A 2"FLUSHING LINE DOWNSTREAM OF ASSEMBLY TO OUTSIDE uj m 0 2'CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP. O PROVIDE TWO UNIONS. OR AN APPROVED INTERIM ORAN. Z (rV O 2"BALL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP,MUELLER OR FORD ONLY. IF A DAYLIGHT DRAIN CANNOT BE PROVIDED THERE MUST BE A 6'MIN LAYER OF FREE DRAINING GRAVEL i� INHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL,ALL BENDS REQUIRED TO LOWER INLET (n z O AT THE BOTTOM OF BOX. PIPE(TO PROVIDE REOUIREO EXTERNAL GROUND COVER)SMALL BE FLANGE FITTINGS OR BE WITH HORIZONTAL O 2"HOPE CIS CUSS 200 HIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AND O ANGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED AT EACH END FOR AND VERTICAL THRUST RESTRAINTS. m Es W 10 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON OWN ENDS. VALVE OPERATION AND DCVA REPAIR OR MAINTENANCE. OO ALL WALL PENETRATIONS SHALL BE SEALED PER THE CURRENT BUILDING CODE. J O 2"COMPRESSION ANGLE METER BALL VALVE(LOCKABLE), NOTIF . Q �Q�FF}A O METER(SIRE AS SHOWN IN PLAN)SHALL BE INSTALLED BY CITY UTIU71ES DIVISION AT OWNER'S EXPENSE, NOTES. 1. TEE AND GTE VALVE REQUIRED AT WATER MAIN. AS-BUILT DRAWING APPROVAL m V CITY WILL INSTALL ADAPTERS AT BOTH ENDS OF METER IF THE METER IS NOT 2'. I. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. METE BOX SHALL BE APOSTATES PLASTICS(1730-18)W/SOLID DI LID WITH 1 3/4"1gLE FOR TOUCH L > 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION,UNLESS APPROVED OTHERWISE BY CITY ENGINEER, 2. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION.AND RECERTIFICATION ANNUALLY AT OWNER'S THIS PLAN SET HAS BEEN REVIEWED AND APPROVED w O © R EXPENSE. PER THE CONDITIONS ON THE TITLE SHEET. `� READ PAD(TRIP). 3, INSTALL TEST COCKS FA;UP OR TO ONE SIDE. 4. INSTALL BRASS PLUGS IN ALL TEST COCKS, 3- TEST COCKS ARE REQUIRED TO BE PLUGGED. Q OT 2'ANGLE METER CHECK COUPLING(LOCKABLE). 5. FOR 3/4"TO 1"ASSEMBUES.USE A MIDSTATES 1324-12. 4. MAXIMUM HEIGHT OF ASSEMBLY FROM FLOOR 15 FINE FEET UNLESS AN OSHA APPROVED PLATFORM IS OF OB COMPRESSION x FIAT ADAPTER WITH PLASTIC PLUG, 6. FOR 1-1/4"TO 2"ASSEMBLIES,USE A MID STATE MI 1730-18. PROVIDED BY: O EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE AND AN ADDITIONAL 5'BEYOND EASEMENT LINE. 7. ASSEMBLY REWIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY. 5. ALL DOAENS40MS ARE MINIMUM CLEARANCE REQUIREMENTS, City Engineer,CITY OF ARLINGTON 8. ALL MINIM W CLEARANCES MUST BE MET.SEE STANDARD DETAIL NO.W-100. 6. FIRE DEPARTMENT PUMPER CONNECTION MUST BE DOWNSTREAM OF ASSEMBLY, SHEETTITLE 10 METER LENGTH SLAW STUB FOR A 2 METER,W-17-1/4•. 9. ASSEMBLY MAY BE INSTALLED INSIDE BUILDING IF MINIMUM CLEARANCES ARE MET AND APPROVED BY CITY DATE: tl 2'METER SETTER,FORD OR MUELLER, ENGINEER. 7. NEITHER S&YABVLALVE CAN BE USED AS A POST INDICATOR VALVE(THESE ARE ONLY PART OF THE CONSTRUCTION DRAWING APPROVAL WATER 10.ALL BRANCH CONNECTIONS SMALL BE LOCATED DOWN STREAM OF THE ASSEMBLY.ANY BRANCH 112 BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER. CONNECTION ON THE SUPPLY SIDE OF THE ASSEMBLY MUST BE PROTECTED BY A SEPARATE APPROVED 8- THE ROOM SHOULD BE INSULATED PER THE CURRENT BUILDING CODE AND HEATED TO ABOVE FREEZING. BARKFLOW FAMURON DEVICE. ONLY CONSTRUCTION MATERIALS THAT CAN WITHSTAND OCCASIONAL SUBMERGENCE WILL BE ALLOWED. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. y AMF MWARIYBR U PUTMJC BOQ6 wMWw •HMS DBPARFYEWF U PVIRIC BU165 Y �IAWw w A SIN Bn4BRlmrl OF PVJW BOA G� STANDARD DC'A.I `� STANDARD DETAIL G} STAIMRD DETAIL waNs STANDARD DETAILS wwnlw STANDARD DETAILS FRR wHwR STANDARD DETAILS NUMBCR NUMBER MIYBEP v wr w BY: SHEET N0. 2" AND SMALLER DOUBLE CHECK VALVE ASSEMBLY ; DOUBLE CHECK DETECTOR ASSEMBLY-INSIDE W-12O City Engineer,CITY OF ARLINGTON ^ ^ . retNN n'C NON-RESIDENTIAL WATER SERVICE W—ONO +QWo A (DCVA) FOR 2" AND SMALLER W-090 +tJND�O - (DCDA) 2-1/2" AND LARGER SERVICES \(V-•'Jl Jl DATE: THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA P' OeG - FUSION BONDED AMC A BIOCKINC UNDISTURBED F EPDXY COATED FOR 11 I/i k 22�n'1ERrICAL BENDS NATIVE `a' SttACKLE RODS Y8 2 GROUND z i (TUT u z Ij --- - N E gN 8w,• o T6' 1 coNPAcrEO _ I s� a u� 'ALL 3'� ,6.17ry FSS ONA C�G� 3 I O BACKFILL - • 4RAN TQRNBUCIKLE$ ` P= t c� '�� w ��= a1$T' Q PIPE 1 g i� R1/4-STEEL 3/5/19 PLATE 3" 3� r1 A.F�� LI� N• 300 iH/. I S/. N AIR GAP LN\ � L�V��PLUG w.. v4 .Kaye .vs AoBMB:k' o z _ 4 I 8" 3/q „ MIN COMPACTED °� z ,2 ]UO 2y lxs s u1 a 30 " GRANULAR MAX BACKFILL �• S' '&W ` 4 1 f $ DIRECTION OF FLOW FUSION BONDED I'�Cp,�@`p�\\\ EPDXY COATED 1/4"STEEL ,, ` THRUST SHACKLE RODS PLATE BLOCKING PER .v-� � (TYP) ELEVATION STD DETAIL NO w16D PLUGGED TEE ° LINT -�, f� I-. S •.I 4 NRNBUfCQES BACK FACE THRUST ;-I .•' TMM A BLOCK AREA REFERS ..'!�• TO THE BACKFACE Oi -` �: • 0.19 MATERIAL LIST: BLOCK MEASURED IN :ice OUL-FM LISTED WASHINGTON STATE APPROVED REDUCED PRESSURE RACKFLOW ASSEMBLY INCLUDING TWL: SQUARE FEET •• ° BALL VALVES,AND TESTS COCKS. _ INSULATED PROTECTIVE ENCLOSURE(HOT sox)REQUIRED FOR OUTSIDE INSTALLATIONS. I 1/4"STEEL NDRIZ FL OF PIPE IUIO ° • s I _/ _ F5 O THE PROTECTIVE ENCLOSURE MUST BE PROVIDED WITH DUNS AT BOTH END$OF THE BOTTOM SUFi1CIENTLV7 4 r' PUTS BLOCK SIZED TO PROVIDED FREE GRAVITY DRAINAGE OF MAXIMUM DISCHARGE OF RELIEF VALVE PORT(2'MIN). B BLOCK PIPE Q C0 11 IR III IBLIyAaC DETAIL V P M•R ING • 8 O 90'ELBOW WITH A CLOSE NIPPLE AND UNION ON VERTICAL.L. FORTYPE 45 VIER is BENDS ,.} S THRUST BLOCK AREA IN SQUARE FEET(SEE STD DETAIL NO W-165) NOTES: •S' 4 '0` 1 •• - . °4 mN SOIL FIRM SILTY&AND 1FIRM 51LT M COMPACT SAND COMPACT SAND a G AVa 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12'DIAMETER AND FOR SOIL TYPES $' m W C§ a. = E W N - � 9 90' u•BEND N 1,' W, w BEND 11 1 a' ea 43'BEND 11 1,• DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER. a ff am A g °. . . �Fy��. FITTING BEND TEE CAP OR PLUG a 22 1/2•BEND TEE CAP OR PLUG a 22 1/7 BEND TEE CAP DR PLUG a 22 1/2' 2. ALL BLOCKING FOR HORIZONTAL FITTINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVE ,�_ F F 2i FnAIB•i• BEND BEND BEND GROUND OR FILM MATERIAL COMPACTED TO 95A MAXIMUM DENSITY. �� s Z •° •A. • °• w 1. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY,BY OWNER. a - ,� 1.7 " .I 1. 1 1 3. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MINIMUM 1 DAY. PRESSURE TESTING SHALL - i OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(Fo). o - 2- THE ENCLOSURE MUST BE INSTALLED ON A 4"THICK CONCRETE PAD. I 16. 1. 4 4 4 6 6, 4. ALL BLOCKING TO BE CONCRETE CL 3000-1 (3D00 PSI). 300 45 �1/• ]0 4 1 APUS CALCULATED OfI 300 P9 PEST PRESSURE AND]-O MIN COKR OKR wAIERMNII 5. BLOCKING AGAINST FITTINGS SHALL BEM AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE,BUT 4 '8 - 3. M ELECTRICAL OUTLET MUST BE PROVIDED. SHALL NOT COVER OR ENCLOSE BELL ENDS.JOINT BOLTS OR GLANDS.ACCESS TO BOLTS AND GLANDS • • • "r1 p o SHALL BE PROVIDED. ®IF ECOLOGY BLOCKS MAY BE USED IN LIEU • °J 4- GUARD POSTS SHILL BE INSTALLED IF LOCATED IN A TRAFFIC AREA. 6. ALL HORIZONTAL BLOCKING THRUST AREAS SHALL BE CENTERED ON PIPE. I m Of POURED-IN-PLACE BLOCKING FOR L 5 _I FITTINGS IN SHADED PORTION OF TABLE 7. WHERE NIL.THE BLOCKING BLOCKING 1I REQUIRED PRIOR A POINT OF CONNECTION TO AN SIBLTINC r - 5. ALL BRANCH CONNECTIONS SHALL BE LOCATED ON THE DOWNSTREAM 510E OF THE ASSEMBLY. DIRECTED E TIED THE BLOCKING SHALL BE INSTALLED PRIOR TO CONNECTION WHENEVER POSSIBLE OR a= RESTRAINED JOINTS MUST BE USED. DIRECTED BY THE CITY ENGINEER. T B FOR NOTES SEE STD DETAIL NO W-165 8. TEMPORARY BLOCKING.IF USED.SHALL YPEBE APPROVED BY THE CITY ENGINEER. FOR NOTES SEE STD DETAIL NO W-175 O N RwW w V 4MR OiPAaEfBTf W WRLIC wRlfs IS DETAIL `} - ARM �ARIIWf'OI PTIBIJC R08B STANDARD DETAIL G1 7f M,IRis L•Ie DRAJOTImIF a PVDYC IADIIE STANDARD DETAIL A,ww AaL[ DVAI11mF71q CUBING iFW6 STANDARD pETAR rT C) N RAaA� STANDARD DETAILS IUMNER wm/Iw STANDARD PLANS NUMBER 01" wAVNN STANDARD DETAILS „LIMIER wmaa STANDARD DETAILS NUMBER F+"( a 3 REDUCED PRESSURE BACKPLOW ASSEMBLY 4 VERTICAL THRUST BLOCK �1 d.A •® W-130 ��• R THRUST BLOCK W-160 +®; THRUST BLOCK W-165 •®• W-170 +nTE (RPRA) 2" AND SMAFJI R ft� +t_'to O TYPE A 8 TYPE B P4 Z - a A 2a'K24'K4'CONIC.PAD VALVE BOX LID SEE NOTE 3 SEE NOTE 4 2'SQUARE X 2•HIGH W W OPERATING NUT ^ A11L I J_I I I I-1 I � III 5 I I I F-I U a 7 _ 1/3 TOTAL I I • LENGTH VALVE OPERATING NUT 36'FOR PIPE DIA 12"OR EXTENSION SEE NOTES 1,l ` SMALLER 48'FOR PIPE DIA I AND 2 1 NOVER OT EXCEED12'MAX-DEPTH SHA L V VALVE BOX PROJECT NO. OF P IPE F SEE NOTE 3 TDG#18005 OF P BLOCK DRAWN BY: 1 /� b THRUSTg \ PAD ° ° \ CHECKED BY: CONCRETE J/9'SET SCREEN a'DA X 1/4" • • Rom' BOTTOM FACE \ 3 d. \ MIN THICKNESS THRUST BLOCK AREA REFERS 70 THE `� 9 w �•°� � VALVE BOX EXTENSION STEEL A SECTION A-A BORON FACE OF ® ey°T pp°✓/\Vy\\S Y BLOCK MEASURED IN d' SQUARE FEET A ®r ® ••aa' { ;$/ � m Ano'.°a p n�e°'�\�•\\' 1' SOLID STEEL STOCK !Q TW['C SOCKING F'OR 1H/i,n+n'.45'AND 90'LERTLAL BENDS AD ® . •epP•�\ \V VALVE BOX CUSHION 3/S"SET SCREW LL 0 3 N ` e ;• e J o sal Frol sxi as cwPAcr swD cwvAcr SARo a atAA0. ® u.e `�8�•dS SOIIARE SOCKET I FnM StTY SAIDN 11/s ® 2-1/4"INSIDE w m Z RnNC BEND,D9DA0 a x21n' BEIO 459DO•a 2],n' 45BETO!a x21/]' 6 2-1/4-DEPTH z (FV ¢ ' D IxT d AD WATER MAIN 2 UNDISTURBED EARTH (1/8"MIN WALL THICKNESS) V Q kl GRAVEL BACKFILL FOR DRAINS U) z (PCC COURSE AGGREGATE GRADING � ��( AREAS - No. s PER WSDOT 9-03.,(3)c) VALVE BOX AND EXTENSION VALVE OPERATING NUT EXTENSION pp � NOTES: 1. LOCATION AND SIZE Of BLOCKING FOR PIPE URGER THAN 12"DIAMETER AND FOR SOIL TYPES Q DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER. MATERIAL LIST; AS-BUILT DRAWING APPROVAL V NOTES• 2. ALL ILO. FOR VERTICAL FTTTINCS(POURED IN PLACE)SHALL BEM AGAINST UNDISTURBED NATIVE THIS PLAN SET HAS BEEN REVIEWED AND APPROVED LI.I O BRONZEF HYDRANT DESOLE FOUNDRY 78 LOCK TO BE SUPPLIED BY CITY OF IN- GRUUMO. O © VALVE OPERATING NUT E%1EN510H5 ARE REQURED WHEN THE VALVE NUT IS MORE THAN THREE(3)FEET PER THE CONDITIONS ON THE TITLE SHEET. BRONZE TO BRONZE DESIGN POSED.2- ARLINGTON. BELOW FINISHED GRADE- EXTENSIONS ARE TO BE A MINIMUM OF ONE(1)FOOT LONG-ONLY ONE 3. ALL POURED THRUST BLOCKS SHALL D COMPRESSIVE AFTER MINIMUM 1 DAY.PRESSURE TESTING SHAM. FROM ABOVE WITH OUTLET EXPOSED.2-1/2" EXTENSION WILL BE ALLOWED PER VALVE. OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(Fc), N5T OUTLET LOCKING CAP ON OPERATOR. 7 CAST IRON VALVE�%AND EXTENSION PER Q STD 1xTAIL w-LBO 4. ALL BLOCKING SHALL BE CONCRETE CL 3000-1 (3000 Pi). 2"BRASS 9B BEND 2, ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE MADE OF STEEL.SIZED AS NOTED,AND PAINTED WITH (, O TWO(2)COATS OF METAL PANT. © B'GATE VALVE WITH RESILIENT SEAT BY: 5. AFTER INSTALLATION,SHACKLE RODS a TURNBUCKLES SHALL BE CLEANED AND COATED WITH 2 COA": O MAINLINE SIZE TEE WITH 6"FLANGE (MUELLER,MaH OR APPROVED EQUAL)WITH A 3. VALVE BOXES SHALL BE CAST IRON,TWO PIECE UNITS,DESIGNED WITH DEEP SKIRT(2')LIDS W/LUGS, City Engineer,CITY OF ARLINGTON OF ASPHALTIC VARNISH,ROYSTON ROYKOTE/612M DR APPROVED EQUAL. MID-STATES PLASTICS METER BOX MSBCF AL. 6'FLANGE X 2'COMPANION FLANGE EQUAL TO'RICH N0.940"AS MANUFALTURED B Y RICH OR SATHEFL SH EET TITLE 4 6. SHACKLE RODS SHALL BE VISION BONDED EPDXY COATED ROUND ELD STEEL,ASTM A 36. 1730-18/101 DI LID. q� 2'HOPE HI MOIL CLCL 200 CTS POLY PIPE W/2 DATE: 2'NIP COMPRESSION ADAPTERS . 4'THICK CONCRETE PAD AROUND VALVE BOXES OUTSIDE OF PAVED AREAS. 3'K2'SQUARE AROUND 7. BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE,BUT ID 2-1/2*CAP NATIONAL S7AHDARO THREAD, SINGLE VALVE BOXES AND 4'K4'AROUND MULTIPLE VALVE BOXES. CONSTRUCTION DRAWING APPROVAL WATER SHALL NOT COVER OR ENCLOSE BELL ERAS.JOINT BOLTS OR GLANDS REASONABLE ACCESS TO DOLTS AND GLANDS SHALL BE PROVIDED. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED DETAILS PER THE CONDITIONS ON THE TITLE SHEET. ,.E O w AeMX DIPARTIENYT Ol P1NLC IOINE STANDARD DETAIL tit O DEPARfLmvT M PUBIC FOAES STANDARD DETAL waWw A,114 BEPAIFA OF PUBLIC ROM® STANDARD DETAIL a.r STANDARD DETAILS „UMBER L RAM• STANDARD DETAILS NUMBER ,RF wRA1W STANDARD DETAILS MIMING wl.ww P SHEET N0. �+t`®o• VERTICAL THRUST BLOCK TYPE C W-175 +t`�'t W 2" BLOWO ASSEMBLY W-I80 •�• ` VALVE BOX AND W-190 BY: City Engineer,CITY OF ARLINGTON OPERATING NUT EXTENSION �-J J DATE: THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA a P. De�L REQUIRED PAVEMENT SAWCUT(TYP-) �QQ� of wAgy�c�� RESTORA110N PER R/W USE PERMIT URFACE RESTORATION EXISTING PAVEMENT z d o SPECIFIED(SEE SURFACE 35646 0 FS CISTEI�' G� SYONAL E� BUILDNG 12'� 3/5/19 EXTERIOR WALL DI OR STEEL P 36'FOR PIPE DU. 12'OR SMALLER PE IB'FOR PIPE Dl4 OVER 12 �'�MPACTm TRENCH NEAT- MAX.DEPTH SHALL NOT EXCEED 60" SLEEVE SEAL LINE ,.) WATERTIGHT 3ACKFILL(SEE NOTE 1) GRADE FLoaR 1 PIPE BEDDING ZONE i iHRUST BLOCK i<EE NOTES 2) 4 © Q STRUCTURAL OEMENT-LINED TING FOOTING DUCTILE IRON(C T FLANGE(SEE $ GOT TRENCH STABILIZATION — — J ® - PIECE(SEE PLAN MATERIAL IF PAD WHEN PIPE 0�. ♦ 18" ® ® / FOR PIPE DAMETER) DIRECTED.(SAME AS PIPE J BEDDINI a 3 ®� UNPAVED AREA PAVED AREA SEE W-22s ' 3 FOR CONTINUATION WATER MAIN a� FIELD LOK GASKETS/MEGALUG NI REQUIRED ON ALL JOINTS FROM VALVE 1. TRENCH BACKFlLL SHALL BE m TO W BEND THRUST BLOCKING SEE W-160 PAVED AREA GRANULAR BACXnLL AS APPROVED BY LOCAL AGENCY.OR PER WSDOT 9-03.9(3).OR CDF,OR 5/8'MINUS CRUSHED SURFACING,OR APPROVED NATIVE MATERIAL COMPACTED TO 95K OF MAXIMUM DENSITY. MATEFal.LW: SEE W-220 FOR CONTMIATION UNPAVED AREA:SELECTED GRANULAR MATERIAL WITH MAXIMUM DIMENSION OF 6'PER 0 24-.2A'.4'CONCRETE PAD IN UNPAVED AREA *SOOT 9-03.15.COMPACTED TO 90%OF MAXIMUM DENSITY. o O 2. GRAVEL BACKFILL FOR PIPE ZONE BEDDING SMALL BE SELECTED GRANULAR MATERIAL PER CAST IRON VALVE BOX AND E%TEN$gN PER STANDARD DETAIL IK).W-190 WSOOT 9-03.12(3),WASHED SKID,OR APPROVED SURABLE EXCAVATED MATERIAL WITH O7 6'GATE VALVE WITH RESIDENT SEAT(MUELLER.M&H OR APPROVED EOUAL) MAXIMUM DIMENSION OF 1-1/2'COMPACTED TO 95%OF MAXIMUM DENSITY BY APPROVED w M o HAND-HELD TOOLS. rr\Oj MAINLINE SIZE TEE WITH FLANGE 3- EXCAVATE FOR THE PIPE BELL TO ENSURE UNIFORM SUPPORT FOR THE PIPE BARREL. V O 6-O.I.P. a. UNPAVED AREA SMALL BE RESTORED WITH 4'TOP SOIL,FERTILIZER AND SEED.OR AS z 3 P O MCGALUG SPECIFIED. PAVEMENT RESTORATION SHALL BE DONE PER RIGHT-OF-WAY USE PERMIT.OR H o AS SPECIFIED. _ EE ♦Y O v VIYAXFNEfF Or FDEL a0= STANDARD DETAIL = �� 4 �.IRTIMIM OF PUPW TORS STI/Dlfm OETA ti4Y O IR.X �A![If�T Of PVQJC W� STANDARD DETAA O ~ N RWv� STANDARD DETAILS NOMBER ° m •n'^IRI STANDARD DETAILS ulra G Rna.. STANDARD DETAILS NUMRa g �® PARE LINE CONNECTION SY-220 •�• FIRE LINE UNDERGROUND W-225 s®� W-270 ♦ O FLOOR FLANGE DETAIL TYPICAL TRENCH DETAIL FBI z W on ~ - Q U PROJECT NO. TDG#18005 DRAWN BY: PAD CHECKED BY: PAD Y Q a 0— U 3 U) J o C/) J Lu m z Q � z � cow o F— < Q z AS—BUILT DRAWING APPROVAL m U L THIS PLAN SET HAS BEEN REVIEWED AND APPROVED Lu PER THE CONDITIONS ON THE TITLE SHEET. '2 Q BY: City Engineer,CITY OF ARLINGTON SHEETTITLE DATE: WATER CONSTRUCTION DRAWING APPROVAL DETAILS THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: SHEET NO. City Engineer,CITY OF ARLINGTON ^� R5 DATE: THIS APPROVAL VALID FOR 18 MONTHS /V' NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA Q P. DFG '.�gS TO BE CONSTRUCTED N ACCORDANCE WITH 7.FOR DEPTHS OVER 25'MANHOLE BASE SLAB DESIGN 3/4"DU LIFT HOLE �QQ� of wASN�cL�� AASHTO M-199(ASTM C 476)UNLESS OTHERWISE SHOWN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. 1/2"THICK WEBS LOCKING HOLE(TYP)3 PLACES PLANS OR NOTED IN STANDARD SPECIFICATIONS. B PLACES L ALL INTERIOR AND EXTERIOR JOINTS TO BE GROUTED 3/8•HIGH CLEATS AND 3/4•ROD" ALL REINFORCED CA51 IN PLACE CONCRETE SHALL BE (SEE GROUT SPECIFICATIONS). GROUT TO BE 1/2' CLASS 4000.NON-RDNFORCm CONCRETE IN CHANNEL THICK MINIMUM AND 3'EACH SIDE OF JONI MINIMUM, LETTERS C56 O AN SHELF SHALL BE ELAS 4 CLASS WOO ALL PRECAST THEY MUST BE INSPECTED PRIOR TO BACKFILL. �••RAISED LETTERS CONCRETE SHALL B CC • (^S.S/�A �G\ S.CORE DRILLING ONLY,HAMMERING KNOCKOUTS WILL I PRECAST BAYS SHALL BE FURNISHED WITH CUTOUTS. NOT BE&LOWED.KOR-N-SEAL FACTORY INSTALLED 2-5/16'TYP L 9/16'O4 a ALL BASE REINFORCING STEEL SILL(LAVE A MINIMUM BOONS ME ALONED. A A ROUND BAR 3/5/19 YIELD STRENGTH OF 60.000 PSI AND BE PLACED IN THE 10.MANHOLES 5'-7'DEEP MUST BE FIAT TOPS. GRADE 60 STEEL _ UPPER H•LF OF THE BASE WITH I'MINIMUM CLEARANCE. 1%_. j 3-1/2 - I,CUTOUT HOLE SIZE 15 EQUAL TO PIPE OUTER S/4"MEIS DIAMETER PLUS 14'-18 6 PLACES \\ MANHOLE WA.. RING AND COYLY a THICKNESS.MAXIMUM SEE SS-030 '/2' • WIPE SIZE L lY FOR > , STypNT SECTION 46'MANHOLE.E,24'FOR 54'MANHOLE. RUNG 1/2-DIAL 12 MINIMUM DWANCE A,$ ROUND BAR BERrtEN HOLES 6 24' GRADE 60 STEEL 6'(MFASURED ON THE E" .i. E OF THE sj MANHOLE) � PRECAST CONE %m (ECCENTWKC UNLESS 12-MAX ANCHOR PADS �;.MANHOLE SIZ OTHERWISE SPECIFIED) DEPENDS ON SIZES,E LOCATION AND 2-3/4'%2" NUMBERS OF IDLES POLTPROPYLENE 27-3/4 WIM 7/9-DAL HOLE FOR PPES.MANI STEPS PER SS-050 DESIGN AND SMALL BE SAPPIIOVED IB"OR 54' S/B• 26-1/2' •r \ LJ AND WAR/MIIIED ITT SEE NOTE 6 t/8" 26-1/4" I I n THE MANHOLE 23-3/4• SUPPLER. 1 PREGST WISER 1/2'CIA,X 3" SECIKNS - CALYANZED t ANCHOR BOLTS Z p r 3/4 AMX HOLE A IS;2' LAC-DER J ''OR 46' HOLE, MANHOLE,ta' GROITT SEE SS-010 •OR N'NAH110LE(SEE - SLOPE.1/2'/FT(IMP) 1 7/8' NOTES 5 k 6 ABWE) ¢ ANNEL AND 5' 7/6" NV1� CommNSTRUCT 24' 5' T SHELF ro THE CROWN OF THE I.STEP$SHALL BE STEEL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC CONFORMING TO: Y. PIPE la' N j PIPE PIPE STEEL(FOR PRECAST (A) ASTM C 478 AND AASHTO M-199.MINIMUM HORIZONTAL LOAD SHALL BE 1500 LBSSIDE F flIY wITN INTEGRAL RISER)0.15 50 SECTION A.A WIFT IN EACH DIRECTION FOR 41' (9) ASTM A615 GRADE 60(REINFORCING STEEL BAR), z N9RTAR FILLET - OW 0.19 SO IN/R IN EACH DIRECTION FOR 54"OY. A1fYT'CC (C) POLYPROPYLENE CONFORMS TO D-4101. MIEFAST BASE 1MTn INTEGRAL RISER 1N1y _ MAN z CRUSHED SURFACING BASE COURSE /. MANHOLE RINGS SHALL BE GRAY IRON CONFORMING TO THE REQUIREMENTS OF AASMO Y 2 LE STEPS SHALL HAVE MOLDED SAFETY HAND GOP.RED REFLECTORS ARE REQUIRED.105.GRADE 300. 48'OW-6' 8 MN.DEPTH COMPACTED TO MN 3.ALL FABRICATION DIMENSIONS INDICATED ARE MINIMUM. 5.'oIA.-6' �g•� ,-0 95X OF STANDARD DENSITY 2. MANHOLE COVER TO BE DUCTILE IRON CONFORMING TO ASTM A536,OR 80-55-06 OLYMPIC FOUNDARY PA ' w M o N0.MH30 OR APPROVED EQUAL. 4.THE ENTIRE POLYPROPYLENE PLASTIC MATERIAL SURROUNDING THE REINFORCING STEEL BAR SHALL BE r SEPARATE GIST IN RACE BOSS 3, LOCKING COVER TO BE USED IN ALL LOCATIONS.THE LID SHALL BE LOCKED DOWN WITH 3-5/0•SS CAST MONOLITHICALLY.MINIMUM COVER SHALL BE 3/16-INCH. y OR SEPARATE PRECAST BASE SOCKET HEAL)CAP SCREWS. 5 STEPS SHIM BE SPACED AT 12 INCHES. 3 P REINFORCING STEEL(FOR SEPARATE RISE ONLY) 4. RING AND COVER SHALL BE TESTED FOR ACCURACY OF FR AND SHALL BE MARKED N SETS FOR DELVMR. 6,LADDER SNMLL BE INSTALLED IN ACCORDANCE WITH THE APPROVED MANUFACTURERS RECOMMENDED o D.23 50 IN/FT N EACH DIRECTION FOR 48'DM D30 SO IN/FT N EACH DIRECTION FOR 54'OIA S. ALL CASINGS TO HAVE A BRUMINOUS COATING. PROCEDURES. rrTOT p-I g 1"I"I O N AMWMo w L 41M DiP4Rl1l®Pf 0P POHTJC IGO6 y A11MMw n I HA•P 08ARIT®T7 N POBFJC IONL4 GStY STAIDAPD DCTA. CY2Y O, wlww IAI D�eRn1>orr a PTIIHJL'w® STANDARD DETAIL STArIOAf�DETAIL niwYr STANDARD DETAIL NIUMBER r wpti STANDARD DETAIL NUMBER < w wMAww STANDARD DETAIL MYffR APMR.TIR MMRaNIR C`J >'A s t o MANHOLE TYPE 1 SS—U10 ��• MANHOLE COVER SS-030 �+�• ` MANHOLE LADDER SS-040 Z _ a <lNMt° <AxFO <FRp'L Fr 4 3'CC W - 10'i TO UNDISTURBED EARTH S.AWCUT D.I.TO P/C COUPLING a REBAR P OR DUAL 501 AC(3"THICK) ^ ON 2'SADDLE — A DUCTILE IRON NO OR BLOCK _ OR PUSH-ON M �l1� FEyI D.I.TEE CL-21A7 JOINT SEWER PIPE /I �' �'• ELE ATaN, /I EXISTING M.H.WALL �' \• PROJECT NO. • • •• CORE DRILL HOLE AND FILL MEGA-LUG W/NON-SHRINK GROAT •- � TDG#18005 RED REFLECTOR • • RED REFLEi Tl;.. 1/2 BLIND FLANGE �1. DRAWN BY: A AS DAM \' �I A / PAD p 6 CHECKED BY: PLAN _ 12' a B Y PAD TFE _ MEGA-LUG 1"STAINLESS STEEL STRAP ; Y —III I I WITH STAINLESS STEEL BOLT TO —III-I D.I.P. I MANHOLE WAN. MAXIMUM m i I CL52 SPACING OF 5' Q -11 PRESSURE TREATED 4X4 0- U 3 1/2'GRADE 60 STEEL SPACER J p PAS REINFORCING BAR(ASTM A-615) I' I \ �� U) POLYPROYLENE ASTM D4101 BACKFlLL WOH GRAVEL LLJ m J STEP MEETS ASTM C-478 BORROW UNLESS OTHERWISE �FFIA DIRECTED BY ENGINEER. /4 REBAR z V Q COMPACT TO 906:MAXIMUM 6• i oN L Z SECTION A-A DENS TC w DIAMETER SAME AS HORIZONTAL a CORE DRILL HOLE AND FILL 12� • 12- J 9-1 B" '• PIPE UNLESS APPROVED BY THE I i0 W/NON-SHRINK GROUT ENGINEER. I MATCH cRGWTMs AS—BUILT DRAWING APPROVAL m U SEE NOTE I O MEGA-LUG NOT ' THIS PLAN SET HAS BEEN REVIEWED AND APPROVED LI..I O CCLASS 3000 ES BLOCK POURED IN PUCE 1. CONCRETE SHALL CONFORM TO CORREM 5.PRECAST ADJUSTMENT RINGS SHALL BE CAST WITH PER THE CONDITIONS ON THE TITLE SHEET. `� STANDIARDS AND SHALL BE 5.5 SACK MI GROOVE TO ALLOW FIELD INSTALLATION OF SAFETY D.I.P.90'BEND (MINIMUM 3D00-PST 2B-DAY STRENGTH) STEP, Q ANSI A21'70 I 2_ WHERE DEPTH OF NECK EXCEEDS 26 INCHES, 6.CONCRETE PERIMETER SEAL SHALL EXTEND TO 12 BY: CHANNEL ADJUST MANHOLE TO GRADE BY INSERTING A INCH MINIMUM OR 2 INCHES BELOW THE BOTTOM OF NEW MANHOLE BARREL SECTION BETWEEN THE THE ADJUSTMENT RINGS OR BLOCKS. City Engineer,CITY OF ARLINGTON CONE AND EXISTING BARREL. 7 SAW'CUT ONLY. NO OVF.RCUTTING LIMITS OF PATCH, SHEETTITLE SIDE ELEVATION 3- ADJUSTMENT RINGS/BLOCK,TOP OF CONE DATE: SEWER DECK ELEVATION SECTION,AND BOTTOM OF IRON RING,SHALL BE 8.IN NON-TRAFFlC AREAS(LANDSCAPED)THE NONE: CHANNEL TO AKIN LINE AT OR ABOVE 1.STEPS LOCATED IN RISER SECTIONS SHALL BE 6'. HIGHEST CROWN WET STACKED IN 3/4"GROUT.PLASTER SMOOTH CONCRETE PAD IS 4"THICK WITHOUT REINFORCEMENT. CONSTRUCTION DRAWING APPROVAL INSIDE AND OUT. DETAILS s STEPS OR RUNGS SHALL BE ADDED AS NEEDED THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER SS-040 AND SS-050. PER THE CONDITIONS ON THE TITLE SHEET. A.ww I MYW 111RARIYB+'T W POBRJL'ROR6 STANDARD DETAIL tY p oIa DEPARTMEW OF PVMFC ROILS STANDARD III Y A1w.o n HAFW REPABI9�.T O1 HRQlC►CARES ° .mAWW STANDARD DETAIL NUMBER �� .yn� STANDARD DETAIL NUMBER �� ww Wm— STANDARD DETAIL � NIUm IAMPARIG DETAL BY: SHEET NO. WWW Na MR TNNI W. City Engineer,CITY OF ARLINGTON �p<tN p MANHOLE LADDER STEP SS-0J0 s4<E�2 R1 MANHOLE DROP CONNECTION -0G0 ++<®• DATE: MA\HOLE PSD AND ADJUSTMENT SS-070 THIS APPROVAL VALID FOR 18 MONTHS C3 .6 3w6 NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA a P. DFG 46 �OQ' �F wASiy�cL��i j . STAINLESS STEEL T �SSONAL`I-�G W CLAMP 3/5/19 6'GASKELED E STAINLESS STEEL / BOOT / CAST IRON LOCKING CAR RING AND COVER ONE S IXPANSION PoNG / LARGER TITAN PIPE qA. � D' S' CUSS 4000 LIBELED'SEWER' CONCRETE 30-SO PAVED / T2"� SURFACE FINISH GRADE A a 3 UNPAVED AREAS A e. MECHANICAL ENO AWN 2A.X 6'TEE OF PIPE PLAN. (SEE NOTE 1) 3 NTH FL, 5 2 OR CHERNE TYPE - / GROUT 6'SIDE SEWER STuB ANTE ° ° MIN 1%SLOPE A (SEE NOTE 2) ° _ — — — — — — — — LD a _ I 8'TEST TEE WITH PLUG � IA_ (REQUIRED IF THE SEWER MAIN PROVED WATER PAYED AREAS F'--I SEXIST EXISTING SEE ROTE 5) I I 71GHT PLUG SEWER MAIN 12" 2a 12"CAST IRON WCKM RING AND ODVER 0�YMuC LQUAL NOTES: 1 Al THE CONNECTION TO THE SEWER MAIN A MAIN CIA.X 6'TEE IS REOVIRED FOR NLW`;LWL"MAN j i /�{� AND A RAMC TAPPING TEE OR CORE DRILLED INSERT-A-TEE REQUIRED FOR AN EXISTING SEWER MAIN. NOTES: Nm: 2. N4 PRESSUIRE TREATED MARKER POST PULL BE PAINTED WHITE WITH BLACK LETTERS'SEWER LOT/ O PVC SIDE SEWER.FOR REMAINDER OF PVC SERVICE SEE SS-090. w n o 1. CLEAN-ANT PIPE AND FITTINGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. INvERT DES' O2 ROIAAC STVUE CB TAPPING SADDLE OR APPROVED EOUAL ON ALL PI�F ro 2. A SANITARY TEE.SWEEP.OR STRAIGHT TEE IS NOT ACCEPTABLE. 3. 12 GAUGE WIRE SHALL 1E CONNECTED TO PPE AT INVERT AND WRAPPED AROUND MARKER PnST_ O3 CORE-MILLING WITH MISERY-A-TEE MAY ALSO BE USED ON ALL PEG. m F�j, 3 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERLY LINE/W0 5'BEYOND UTILITY EASEMENTS DETECTOR TAPE REQUIRED FROM SEWER MAIN TO MARKER POST.FeccMEN15 T_� {O CORE DRILL EXISTING MAINLINE PIPE PER MFG$$PECIFICAlgNS. PREY'ENT DAMAGE TO CLEAN-OUT AND MNIMI2E CONFLICTS WITH OTHER UTILITIES WHEN SERVICE TO S. TEST TEE SMALL BE INSTALLED AT THE SEWER MAIN WHEN A SIDE SEWER IS CONNECTED TO AN -o BUILDING IS ACCOMPLSHED. EXISTING SEWER MAIN. ®u-MIN.ti5'MAX. ^ a•l d PWPARIfOREI N r°eu['.MWIIUI T •u[ INwAMNrBR Ol L9wTF.'.alb Y —w I.AIR WWA.IMHR or PGIeJi'wlM.s O Q z v3i i ^ww SiAIIDNID ORAIL STANDARD DE'fuL STANDARD DETAIL I•:MeEe �' a wynw+ STANDARD DETAIL MJAIBER STANDARD DETAIL NUMern .wa w v l•..N • AW Ns'F NMe � � >.A •+� • SEWER CLEANOUT SS-O8(I �+t • SIDE SEWER STUB SS-090 *p�f NEW SERVICE ON EXISTING MAIN SS-100 P4^/, Iz ETTe mo Ra z W I� THIRD SIDE SEWER 48'AAAN-ILE F THERE IS NO 1--I THIN/CHANNEL 8 6'MIN DMDERS TOP S MIN COMPACTION 95%MAX DENSITY BAGCFTLL SIDE sEWFR I 1 SIDE SEWER PROJECT N0. MIN COMPACTION SOX MAX DENSITY -y' TDG#18005 O.6 2yT DRAWN BY: PAD •?' - .A'MAN CHECKED BY: 1Y • PAD MIN a C �AM/�.� MAN CHANNEL ELEVATION PIPE ZONE MIN COMPACTION Q SIX MAX DENSITY 0- U 9 (/) J o 6' Cn J z 7N BEDDING BUILT UP CONCRETE Lu m CHANNEL DrVI DERS FOUNDATIOfI MATERIAL) ( MIN COMPACTION AS IRE RED i i 90%MAX DENSITY z W 0.5XSECTKIN SLOPE > w Qz woe3 ,e AS—BUILT DRAWING APPROVAL m U NDTE& L THIS PLAN SET HAS BEEN REVIEWED AND APPROVED LIJ O � 1.ALL BACKFILL MATFAUL SHALLBE PLACED IN 4.COMPACTION TESTS SHALL BE AS REOUIRED BY THE PER THE CONDITIONS ON THE TITLE SHEET. N•- LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER,BUT IN NO CASE LESS THAN 2 TEST- COMPACTION UNLESS AUTHORIZED BY THE CITY EVERY 2D0 FEET OF TRENCH(ONE AT SUBGRA➢E AN_ Q ENGINEER DUE TO THE CNARACTER OF THE ONE AT 50%OF TRENCH DEPTH). MATERIAL AND THE COMPACTING EOUIPMENT. BY. 5.IN-PLACE DENSITY NU EARMO67UREMET CONTENT WILL BE 2 METERIAL L COMPACTION OF BACK FILL DETERMINED USING NUCLEAR METHOD,ASTM City Engineer,CITY OF ARLINGTON SHEET TITLE MATERIAL HALL IN UNTIL H 2922-21. : SEWER Of COMPACTED BACKFILL MATERIAL IS FEET I ABOVE THE TOP OF PIPE. 6.LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM DATE t MOISTURE CONTENT WILL BE DETERMINED USING THE 1 3 EACH LET SMALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH CONSTRUCTION DRAWING APPROVAL DETAILS TO THE REWIRED DENSITY PRIOR TO PLACING ASTM D-IS5z THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED SUCCEEDING LIFTS OF BACKFILL MATERIAL. PLAN PER THE CONDITIONS ON THE TITLE SHEET. ].BEDDING MATERIAL SWILL BE TL'MINUS, A8"TYPE I OR II SEWER MANHOLE D�"RnmR°r roc T� $TAMCWD DE?AII. *EtL DaAm+on'°Fr°eviT'°I� TuBY: SHEET N0. STANDARD DETAIL NUM�eERSTANDARD DETAIL NuuBEMCity Engineer,CITY OF ARLINGTONTRENCH SECTION SS-120MONITORING MANHOLE SS-13O C 3 .7 DATE: THIS APPROVAL VALID FOR 18 MONTHS NW 1/4 AND SW 114 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA P �F CITY OF ARLINGTON GENERAL CONSTRUCTION NOTES CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON STORM DRAINAGE NOTES CITY OF ARLINGTON SEWER CONSTRUCTION NOTES CITY OF ARLINGTON WATER CONSTRUCTION NOTES 1.ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT 1.APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL 1.ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN 1.ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, 1.ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS EDITION OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND (TESC)PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS,AND THE CURRENT EDITION OF THE WASHINGTON ROAD OR STORM DRAINAGE DESIGN. SPECIFICATIONS.ANY DEVIATION FROM THESE PLANS WILL REQUIRE SPECIFICATIONS.ANY CHANGES TO THE DESIGN REQUIRES CITY APPROVAL. SPECIFICATIONS.ANY CHANGES TO THE DESIGN REQUIRE CITY APPROVAL. a 0 4' STATE DEPARTMENT OF TRANSPORTATION MUNICIPAL STANDARD PRIOR APPROPRIATE PUBLIC AGENCIL FROM THE ES OWNER,THE CITY ENGINEER,AND OTHER 2 ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON 2.ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND �SS�ONAL�G SPECIFICATIONS FOR ROAD,BRIDGE,AND MUNICIPAL 2.A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT CONSTRUCTION.A COPY OF THESE DOCUMENTS SHALL BE ON SITE MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY STANDARDS AND SPECIFICATIONS AND THE MATERIAL SUBMITTALS SPECIFICATIONS AND SHALL BE APPROVED BY THE CITY PRIOR TO DURING CONSTRUCTION. FOR APPROVAL PRIOR TO ANY WORK ON THE SITE.AN APPROVED 2.ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE DELIVERY TO THE JOB SITE.MATERIAL SUBMITTALS ARE REQUIRED 3/5/19 COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO CITY STANDARDS AND SPECIFICATIONS.ACCEPTABLE STORM PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION 2.IT IS THE SOLE RESPONSIBILITY OF THE THE CITY INSPECTOR AT THEIR REQUEST. DRAINAGE PIPE MATERIALS INCLUDE CONCRETE,PVC,HDPE,AND DELIVERED TO THE JOB SITE.ONCE THE MATERIALS ARE DELIVERED CONFRERENCE. DEVELOPER/CONTRACTOR TO OBTAIN A GRADING PERMIT,RIGHT-OFWAY DUCTILE IRON.CORRUGATED METAL PIPES(GALVANIZED ALUMINUM TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE PERMIT,AND UTILITY PERMITS,FROM THE CITY.ALL 3.THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR OR STEEL)ARE NOT ACCEPTED BY THE CITY.ALL PIPE JOINTS MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE 3.WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE REQUIRED PERMITS FROM OTHER AGENCIES MUST ALSO BE OBTAINED TO ALL OTHER CLEARING AND GRADING ACTIVITIES,AND IN SUCH A MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS OTHERWISE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS BEFORE THE CLASS 52 UNLESS OTHERWISE APPROVED BY THE CITY. BY THE DEVELOPER/CONTRACTOR. MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT DIRECTED BY THE CITY. MATERIALS CAN BE INSTALLED. a ENTER THE DRAINAGE SYSTEM,LEAVE THE SITE,OR VIOLATE 4.ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE 3.PRIOR TO ANY CONSTRUCTION ACTIVITY,THE DEVELOPER/ APPLICABLE WATER QUALITY STANDARDS.MAINTENANCE, 3.PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED 3.ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD CITY PRIOR TO INSTALLATION. CONTRACTOR SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH REPALCEMENT,AND UPGRADING OF THE TESC PLAN IS THE GRAVEL FOR ALL PIPE TYPES,EXCEPT DUCTILE IRON.BEDDING STAKED FOR GRADES AND ALIGNMENT BY A SURVEYOR PRIOR TO THE CITY.THE CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION 5.IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE CONFERENCE BY CALLING(360)403-3500.PRIOR TO COMPLETE AND APPROVED BY THE CITY. OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). AND OFFSET TO THE ALIGNMENT. UNDERGROUND UTILITIES BY CALLING ONE-CALL UNDERGROUND SCHEDULING,THE CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL UTILITY LOCATOR(1-800-424-5555)48 HOURS PRIOR TO CONSTRUCTION. FOR THE TRAFFIC CONTROL PLAN,CITY PERMITS,TEMPORARY 4.THE BOUNDARIES OF THE CLEARING LIMITS,SHOWN ON THE TESC 4.ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR, NOTIFIED A MINIMUM OF 48 HOURS IN ADVANCE OF A TAP OR EROSION AND SEDIMENT CONTROL PLAN,PERFORMANCE BOND,COPY PLAN LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE MAXIMUM 6. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE OF OTHER AGENCY PERMITS,A COPY OF THE CONTRACTORS TO STARTING CONSTRUCTION.NO DISTURBANCE BEYOND THE FENCED DRY DENSITY.ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST CONNECTION TO AN EXISTING SANITARY SEWER MAIN.THE PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND WSHA. LICENSE,AND PROOF OF INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING 90%OF MAXIMUM DRY DENSITY. INSPECTOR SHALL BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED 5.GRAVITY SEWERS,INCLUDING SIDE SEWERS,WITH 5 TO 14 FEET 4.A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE THE DURATION OF THE CONSTRUCTION PROJECT. 5.ALL PIPE SHALL BE PLACED ON STABLE EARTH.IF IN THE 5. COVER SHALL BE PVC ASTM 303E SOB 3 GRAVITY SEWER GRADE PROFILE WHEREVER POSSIBLE.THE DEPTH OF COVER SHALL JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. OPINION OF THE CITY INSPECTOR,THE EXISTING TRENCH BE TYPICALLY 36 INCHES(3 FEET),AND MAY BE UP TO 60 INCHES 5.THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM FOUNDATION IS UNSATISFACTORY,THEN IT SHALL BE EXCAVATED MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OFCOVER SHALL BE DUCTILE IRON PIPE CLASS 52,OR C-900 PVC.IF (5 FEET)WITH THE APPROVAL OF THE CITY ENGINEER.WATER 5.ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION.DURING BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO DUCTILE IRON PIPE IS USED FOR SEWER,THE PIPE INTERIOR MAINS UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE THE APPROVED PLANS.ANY DEVIATION FROM THE APPROVED PLANS THE CONSTRUCTION PERIOD,THESE TESC FACILITIES SHALL BE SUPPORT THE PIPE. MINIMUM COVER DEPTHS REQUIRED BY WSDOT(OR SNOHOMISH COUNTY). WILL REQUIRE PRIOR APPROVAL FROM THE OWNER,THE CITY UPGRADED AND ADDED TO AS NEEDED,FOR UNEXPECTED STORM SHALL BE EPDXY COATED(NOT CEMENT-LINED). F5 ENGINEER,AND OTHER APPROPRIATE PUBLIC AGENCIES. EVENTS AND TO REFLECT CHANGED CONDITIONS,AS REQUIRED BY 6.LOT DRAINAGE SYSTEMS,STUB-OUTS AND ANY DRAINS BEHIND 8.PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE THE CITY. THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO 6.PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C478. MANUFACTURERS RECOMMENDED MAXIMUM DEFLECTIONS.BENDS MAY a 6.ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN SIDEWALK CONSTRUCTION.STUB-OUTS SHALL BE MARKED WITH A JOINTS SHALL BE RUBBER GASKETED AND GROUTED BOTH BE REQUIRED TO MAINTAIN PROPER WATER MAIN ALIGNMENT WITHIN THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED 6.THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR 2'X4°WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED"STORM". INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON m STANDARDS AND SPECIFICATIONS.ALL LIFT HOLES CUT THROUGH EASEMENTS OR PUBLIC RIGHT-OF-WAY. FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE WALLS OF THE MANHOLE SHALL BE GROUTED FROM THE INSIDE APPROXIMATE AND NOT NECESSARILY COMPLETE.IT IS THE SOLE CERTIFIED EROSION CONTROL SUPERVISOR PRIOR TO STARTING THE AS-BUILT PLANS SUBMITTED TO THE CITY. 9. WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK,CURBS, RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY CONSTRUCTION. AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT.ADDITIONAL THE ACCURACY OF ALL UTILITY LOCATIONS. 7.ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN WATERPROOFING MAY BE REQUIRED. GUTTERS,OR ANY PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER, 7.THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE ON THE PLANS AND APPROVED BY THE CITY.THE USE AND 7.THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED INSTALLATION OF INLETS IS DISCOURAGED. 7.SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH o UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE FUNCTION AND OPERATION. FLEXIBLE GASKETED JOINTS. SIDE SEWER CONNECTIONS SHALL BE 10.NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL z UNDERGROUND UTILITIES LOCATE SERVICE(1-800-424-5555 OR 8.ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVERT) MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW MAIN THE NEW CONSTRUCTION PASSES PRESSURE AND PURITY TESTS,AND 8.BETWEEN OCTOBER 1 AND APRIL 30,DISTURBED AREAS THAT ARE CONNECTED ABOVE THE SPRING LINE OF THE PIPE. N N ARE NOT HAS BEEN APPROVED AND ACCEPTED BY THE CITY. 811)AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4 w M o TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS SHALL BE ALLOWED ON LINES 8"OR LARGER.SIDE SEWERS CAN NOT BE INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER 11.PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, IMMEDIATELY COVERED BY MULCH,SOD OR PLASTIC COVERING. INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY INSPECTOR. 8.INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE CITY STANDARD DETAILS. CONTRACTOR SHALL FIELD VERIFY THE LOCATION,DEPTH AND 1 'e ACCOMPLISHED BY REPRESENTATIVES OF THE CITY OF ARLINGTON. BETWEEN MAY 1 AND BE LEFT UNWORKED FORR M MORORBER 30,DISTURBED AREAS THAT ARE TO MATERIAL OF EXISTING WATER MAINS AT THE POINT OF CONNECTION rG 3 E THAN SEVEN 7 DAYS SHALL BE 9.ALL GRATES SHALL BE MARKED'OUTFALL TO STREAM-DUMP NO 8.ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS ii►►►III - IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE () . TRACER TAPE 24"- 48" UNDER THE PROPOSED FINISHED SUBGRADE, AND SCHEDULE APPROPRIATE INSPECTIONS,ALLOWING PROPER IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. POLLUTANTS". ALL SOLID COVER SHALL BE MARKED'DRAIN".ALL 12.ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE - �►I g ADVANCE NOTICE.THE INSPECTOR MAY REQUIRE REMOVAL AND CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING HORIZONTAL CLEARANCE FROM SANITARY SEWERS.WHEN WATER LINES REPLACEMENT OF ITEMS THAT DO NOT MEET CITY STANDARDS OR PLASTIC,NON-BIODEGRADABLE,METAL CORE,AND DETECTABLE, O 9.SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. CROSS SEWER LINES,THE MINIMUM VERTICAL CLEARANCE SHALL BE o WERE CONSTRUCTED WITHOUT INSPECTION. / WITH BACKING MARKED'SEW'ER". zQ N BASINS,PRE-TREATMENT SEDIMENT POND,AND SEDIMENT TRAPS 18 INCHES. � O UPON REACHING A DEPTH OF 12 INCHES. 10.ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND 9,SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND J ; 9.THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE CATCH BASIN)SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 13.TO FILL THE MAIN FOR FLUSHING,PRESSURE AND PURITY TELEPHONE, , STREETS CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING 10.ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A LEVEL. COORDINATED FOR CLEARANCE WITH POWER, TESTS,THE CONTRACTOR IS REQUIRED TO USE AN APPROVED METER CABLE,AND OTHER UTILITIES.SIDE SEWERS SHALL BE A MINIMUM AND/OR VACUUM TRUCK.WASHING OF THESE STREETS WILL NOT BE TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE AND DCVA.THE HYDRANT SHALL REMAIN IN THE FULL OPEN NECESSARY EROSION CONTROL MEASURES,SHALL PROVIDE ADEQUATE 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL OF 10 FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE. ALLOWED WITHOUT PRIOR APPROVAL FROM THE CITY INSPECTOR. STORAGE CAPACITY,AND SHALL BE CLEANED OUT ENTIRELY ONCE MANHOLE,INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO AFTER SUCCESSFUL TESTING,THE CONTRACTOR WILL TIE INTO THE �I 10. THE CONTRACTOR SHALL MAINTAIN TWO 2 SETS OF'AS- THE SITE IS STABILIZED.IF THE PERMANENT FACILITY IS TO GRADE JUST PRIOR TO CURB INSTALLATION AND PAVING. 10. THE SEWER PIPE SHALL BE INSTALLED STARTING FROM EXISTING SYSTEM,USING DISINFECTED SLEEVES AND SPOOL W - () / DOWNSTREAM OF THE POINT OF CONNECTION ON THE EXISTING SEWER W - BUILT"PLANS SHOWING ALL FIELD CHANGES AND MODIFICATIONS. ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM,THE FACILITY PIECES. OR FROM A DESIGNATED STARTING POINT.THE SEWER PIPE SHALL �1 IMMEDIATELY AFTER CONSTRUCTION COMPLETION,THE CONTRACTOR SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 12.ALL RETENTION DETENTION FACILITIES SHALL BE INSTALLED ~ a/ BE INSTALLED WITH THE BELL END UPSTREAM. 14.THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE SHALL DELIVER BOTH COPIES OF RED-LINED PLANS TO THE CITY. AND IN OPERATION PRIOR T0,OR IN CONJUNCTION WITH,ALL 11.WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS OPERATION.ONLY AUTHORIZED REPRESENTATIVES OF THE CITY CAN THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN CONSTRUCTION ACTIVITY,UNLESS OTHERWISE APPROVED BY THE 11.ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE ENGINEER. REQUIRED,FAST GERMINATING GRASSES SHALL BE APPLIED AT AN CITY / OPERATE VALVES IN THE CITY WATER SYSTEM. APPROXIMATE RATE OF 120 LBS PER ACRE. PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND OSHA. - .DETENTION RETENTION PONDS WITH SIDE SLOPES STEEPER THAN AN THE CONTRACTOR IS HEREBY NOTIFIED THAT,SINCE FILLING 13 12.WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS / 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE AND FLUSHING WILL BE DONE THROUGH ACROSS-CONNECTION _ REQUIRED,IT SHALL APPLIED AT A MINIMUM THICKNESS OF 3 . CONTROL DEVICE,LOW VELOCITY FLOWS MAY BE ENCOUNTERED, INCHES,OR 3,000 POUNDS BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET SHALL CITYS EXISTING SEWER SYSTEM,THE CONTRACTOR SHALL INSTALL NDS PER ACRE. A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY THEREFORE,EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE INSPECTOR.THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS CLEAN DURING INSTALLATION.THIS MAY INCLUDE SWABBING THE CITY OF ARLINGTON RIGHT-OF-WAY ADA NOTES 13.SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. 14.BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE ACCEPTED BY THE CITY. PIPE WITH CHLORINATED WATER. PROJECT NO. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, CONSTRUCTED,BEDDED OR SEEDED AND IN OPERATION PRIOR TO,OR TDG#18005 STABILIZATION BY GROUND COVER BMPS SHALL OCCUR AT THE END SODDED IN CONJUNCTION WITH,ASPHALT PAVING.THE VEGETATION 13, ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET 16.THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND 1.UNLESS OTHERWISE SPECIFIED ON THE PLANS,OR DIRECTED BY THE CITY IN THE BID-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING HORIZONTAL CLEARANCE AND A MINIMUM OF 18 INCHES VERTICAL DRAWN BY: ENGINEER,CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.5%. CROSS OF EACH WORK DAY. SEDIMENTATION CONTROL,DUST CONTROL,NOISE CONTROL,AND SLOPES SHALL NOT BE LESS THAN 1%NOR EXCEED 2%. BEGINS. CLEARANCE FROM WATER LINES.SEE STANDARDS AND TRAFFIC CONTROL AS REQUIRED BY THE CITY OR OTHER APPLICABLE AGENCIES. PAD 14.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND ALTERNATIVES. CHECKED BY: 2.MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE 15.STORM WATER RETENTION/DETENTION FACILITIES,STORM 17.CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED 14.PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF REQUIREMENTS OF THE RIGHT-OF-WAY PERMIT OF THE CITY OR PAD CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR BY THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE ARLINGTON STANDARD AND WSDOT STANDARD SPECIFICATIONS.3/81NCH OTHER APPLICABLE AGENCY. WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT THE DURATION OF THE PROJECT. PROJECT. MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED Y EXCEEDED. BEDDING MATERIAL.ALL PIPE SHALL BE LAID ON A PROPERLY 18.ALL IN-LINE PIPE JOINTS SHALL BE RESTRAINED WITH FIELD LOCK GASKETS. Off m 15.MAINTENANCE AND REPAIR OF TESC FACILITIES AND 16.WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, PREPARED FOUNDATION.THIS SHALL INCLUDE NECESSARY LEVELING 3.COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION COMPACTION OF SOIL IS NOT ALLOWED,AS THE DESIGN IS BASED OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIALS 19.ALL FITTINGS SHALL BE RESTRAINED JOINTS AND HAVE THRUST BLOCKING. � 3 MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. ON NATURAL SOIL IN THE ORIGINAL LOCATION.VEHICLES SHALL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING J o NOT BE DRIVEN OVER THE INFILTRATION AREA DURING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE � SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE 16.UPON COMPLETION OF THE PROJECT,ALL BMPS SHALL BE CONSTRUCTION. PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE. (n J CONTRACTOR'S EXPENSE. REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMPS ARE W m J REQUIRED TO REMAIN IN PLACE FOR FURTHER PROTECTION, 17.IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL 15, THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE } ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING CITY RIGHT-OF-WAY TO AT LEAST 90%MAXIMUM DRY DENSITY FROM Z Ur INSPECTOR. INFILTRATION SYSTEM INSTALLATION,THE CONTRACTOR SHALL THE BOTTOM OF THE TRENCH TO A DEPTH OF S BELOW THE N Z NOTIFY THE CITY INSPECTOR. SURFACE. THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST w 17.THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN 95%MAXIMUM DENSITY WITHIN S OF THE SURFACE. ASPHALT MUST m } AN UNDISTURBED STATE TO THE MAXIMUM EXTEND PRACTICABLE. BE COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. ALL ALL AREAS SUBJECT TO CLEARING AND GRADING THAT WILL NOT BE COMPACTION TESTS ARE AT THE DEVELOPERS EXPENSE. Q z Q CONVERED BY IMPERVIOUS SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGEINEERED AS STRUCTURAL FILL OR AS-BUILT DRAWING APPROVAL m C� z SLOPE SHALL,AT THE PROJECT COMPLETION,DEMONSTRATE THE L REQUIREMENTS ESTABLISHED IN T5.13 OF THE 2014 SW'VMWW,POST THIS PLAN SET HAS BEEN REVIEWED AND APPROVED w O CONSTRUCTION SOIL QUALITY AND DEPTH. PER THE CONDITIONS ON THE TITLE SHEET. } Q BY: City Engineer,CITY OF ARLINGTON SHEET TITLE DATE: CITY CONSTRUCTION DRAWING APPROVAL STANDARD THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED NOTES PER THE CONDITIONS ON THE TITLE SHEET. BY: SHEET NO. City Engineer,CITY OF ARLINGTON ^� . /1 !`,jll DATE: THIS APPROVAL VALID FOR 18 MONTHS /V' NW 114 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 3/5/19 0 OPSQR BEN CTOEBE OPAQUE FROM THE GROUND TO A HEIGHT OF AT LEAST 6',WITH INTERMITTENT VISUAL ---D --D s p -- p --p ---D ---'p----p- OBSIRUCNONS FROM FROM THE OPAQUE PORNON TO A HEIGHT OF AT LEAST 20MINIMUM BADTH 5'-THE OPAQUE PORTION OF THE SCREEN MUST BE OPAQUE N ALL SEASONS OF c - c -c ---c--—G-_--c-___POOPOCOON INTERMITTENT COMPLETELY UNOBSTRUCTED BS RUCTTED OPENINGS MO E THAN 10'WDNOBSRUCTED SHOULD �J G - p— —G f -- --- 1 TERMITTE SUAL NS NOT NY AIN GTON STRUCTIONS MAY AIN ---- ---- ----cl f�c---- ----p-_--c---- STALE OF CIDUOUS / RESTORE W/ -- --o - --- -----J ; 4 WASHDIARCH �— GRASSNTS PLANT SCHEDULE REGISTERED I � 1288.36' LnnANLLDSCAPE ARCHITECT -- - -- ----_-- ____. __-_ ___- _ - - - --- TREES Alw l i,.. - - - __._._. -._._._._._._. _. ._. ._. ._-_._ .-_-. ._.-__ ___. XISTN�PCAN1ER 73ED-._. _.-_� ___ _ _ ___ _ ____ SCIENTIFIC NOu uNNAME -- _-W-_- - + --W- --W- -- W- --W -_- .. BOL v 02'00 48 E w SDEWALK - --- w --- --°- R DET®IL�RIISRREFER 18 ARCW- aRAJL LT AKEMI AE SAKAIDA __ _ p- CERI1FlCAlE N0.794 F -lz AMR❑RCINATUM EXPIRES W/18/20 O O _ NNE MAPLE e D D TTL, - - -- 12 ♦ AD R RUBRUM'AUNMN PLANE' y • • 5 5 4 5 L 1: 5 5 0 p AUNMN FLAME MAP i� ♦ Ir JJNIPER SKIROCKET V t °� O SNYRUNTSH UORMER 4 1 122 L p I it •...! ..�° - - - - // / MALUS iCHWOSKII CRABRPLE r-- ---- ------------- In I O 2S TSCHWOSKII CRMRPLE VINES 111 YM THUJA OCODENTALIS ARBORVITEA - --------- - _- 129 129 I STO'i TREES MEASURED fi"ABOVE CRWND AND RE 1}'MINIMUM CALIPER. ALL OTHER DEDICUWS TREES MEASURED 4.5 FEET ABOVE ROOT BALL TO ® O ® ® ® ECON$TfdDCT D VERIFY MIN,CALIPER OF 1 C REQUIRED ♦ . D e A NG PRQP, NE ALL EVERGREEN TREES MEASURED FROM THE MR OF GROUND i0 UPPER BRANCHES. ALL TREES TO MEET AMERCAN ASSOCAi ON OF NURSERYMEN STANDRDS ALL TREES TO HAVE SINGLE TRUNK AND MATCHING FORM, Q PARKING LOT TREE COVERAGE i r SHRUBS PROPOSED PARKING AREA= 10,0.94 SF ® \ CMIE OMMON NAME O ® _ SYMBOL COMMON NAME _ REQUIRED SHADE AREA(20%MIN)=2D99 SF PROVIDED SHADE AREA 3397 SF EUW NS'EMERALD N Gan' 1 EMERALD IN WIN WNTERCRE£PER m PROPOSED TREE - @ MAHWA AWIFODUM N �(15'RAY FOR _ TALL OREGON CRAPE TE E O SHADE --- ® COMPACT HEAVENLY EAVENLY BAMBOO 1` 1 FENCE ©. PILAUS MUCIP PINE d \`i'� MET SHADE STALL DWARF MUCNO PINE o TREE SHADE AREA Q POIENTLLA ABBOTEMOD z ME, - AN OTSWOW CINOUEFOL OBAQ(IE SCREEN,TYPE A: _ PER ARCH.PLANS m PRUNUS LAURWERASU$'OTTO LOWER' C -J DEX.CONG.BLOCK O O INODODENMONN(,IN, w n o WALL AND FENCE REFER 70 RC I WALL TO BE REBUILT RxoDoaNDRO 1 U DE TAILS DESIGN PER CIVIL - 3 P NOTE:DIMENSIONS SHOWN ARE NOT FOR CONSTRUCTION ----___FOR RIBEs SAxcuINEUM PURPOSES.FOR PERMIT PURPOSES ONLY. O RED FLOWERING CURRANT a FENCE CONTINUES ROSA PAWMENT ALONG PROPERTY LINE: PAVEMENT ROSE(MITE) Lp REFER TO SITE PLAN ® SPIREA'LITTLE PRINCESS' g LITRE PRINCESS SPIREA BUILDING C BUILDING B --- - - m MIEN RUSES LZ o OR 'LINE N ROSES CARDINPL SHRUB - m 3 °— _° G R 0 U N D C 0 VE R/GR A S SE S/P E R E N N I A LS/VI N E S U" ° MIENTFIC NAME PtiC/� - -n, SYMBOL COMMON NAME .q0 Fr o AD HELD OCHIN BLUE CAL GRASSRMPERNRENSMIKAN ^ w p r<1 LI ® DWARF MAIDEN GUS RASS ASS A W Wr 5 C (� CLEMATIS ARMANDII'SNOMRIFT EVERGREEN CLEMATIS v ® LUNICERA HENRYI - - - - - HONEYSUCKLE 3 1 ERCKB RRRENC I P STRAWBERRY — p - - ❑I I ®126 7 HA RDY 126 1E HARDY GERANIUM D MAHWIA REFERS C p I CREEPING OREGON GRAPE PROJECT N0. I D D ❑ _E4 12( I TDG/18005 xoDE: DRAWN 8Y: \ -DOWN COVERCALCULATIONS ARE TO VERIFY ONLY. IT A A RESPONSIBNTY Of ME CONTRACTOR TO VERIFY SQUARE FOOTAGE AND AIRS F 127 IJ WANTTY. -pEWNDCOVER IS NOT REWIRED IN WE HELLS OR UNDERNEATH SHRUBS. CHECKED BY: D- _ ----J 12a o D ®�" I� AIRS KEW �w � w Y _ c c 128 ------_ I a U SE U) J o z m a '193.04' �w �r _ p o -- N 10'S9'10"E.-- -w� �=1 \� _- p p D p� � z _ w w HroROSE •` - T -�W n 3 m - - - - - _--_---- = � --- ---- m Lu i Q SHEET TITLE LANDSCAPE PLANTING PLAN CONSTRUCTION DRAWING APPROVAL LANDSCAPE GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PLANTING PER THE CONDITIONS ON THE TITLE SHEET. PLAN 30 t5 30 60 t20 BY: SHEET NO. (IN FEET) City Engineer,CITY OF ARLINGTON 1 A �"I ,1 1 inch_ 30 H DATE: L�I THIS APPROVAL VALID FOR 18 MONTHS PLANT SCHEDULE NW 114 AND SW 1/4 OF SEC.14,T31N,R5E,W.M.,CITY OF ARLINGTON,SNOHOMISH COUNTY,WA 3/5/19 TREES U SCIENTIFIC NAME DECIDUOUS YMBOL COMMON NAME QUANTITY SIZE(MIN.) SPACING(MAX.) NOTES STATE OF B%B"MOD STAKES, WASHINGTON ROOTUALL.FASTEN MTH CHAN OTION REE ACER CIRCINATUM 4 1 1/2.111.OF -CAL.(MIN.) AS SHOWN MATCHING FORM,SINGLE TRUNK TO 18"MIN, REGISTERED TIES. STATE MAY NOT TOUCH TREE VINE MAPLE LANDSCAPE ARCHITECT TRUNK. STAKE HEIGHT MUST BE AT HEART MATCHING FORM,SINGLE TRUNK, n' I 5'FROM CNISIED GRADE. A ACER RUBRUM'AUTUMN FLAME' 15 1 1/2"CAL.(MIN.) AS SHOWN LOWEST BRANCHES MIN.5'OFF GROUND SET TREE STRAIGHT AND PLACE AUTUMN FLAME MAPLE UUUALAAL...P/PP AA'a/IA/"" WCCLHCK ROOTBAC P CTED GkouNp JUNIPER SKYROCKET 8 5'-6'TALL AS SHOWNULL,STRONGLY UPRIGHT OR ax COMPACTED BncKFlu (MAX.)( ) AKEMI AE SAKAIDA SKYROCKET JUNIPER CERTIFICATE 794 PLACE 2"OF BARK MULCH Ix SAUCER i0 MALLS TCHONOSKII CRABAPPLE 10 1 1/2°CAL 20' FULL,STRONGLY UPRIGHT E%PIRES RES W/18/20 3I 3"OF THE TRUNK. NO PANTING BACKFILL PLANTING HOLE I/2 3 GRA mAMETER MIN. FULL M.NAn12 SOIL REMOVED TSCHONOSKII CRABAPPLE Of BUSS TAMP SOIL i0 REMOVE CONTAINER OR PULL BACK TOP STABILIZE RDOIBALL.WATER ® THUJA OCCIDENTALIS 10 5'-6'TALL AS SHOWN(MAX.) FULL,STRONGLY UPRIGHT POGOMB 6 BURLAP FROM ROOTBALL THOROUGHLY.CUT AWAY STRING ARBORVIIEA a AND BURLAP. ]FIN WBE SET SHRUB STRAM AND PLACE ROOTBA.ON SOLID PRIOR i0 PLACEMENT IN PLANING Pli. BASKET REMOVE COMPLETELY GROU OR qJ COMPACTED BACKOLL. BE CAREFUL NOT TO DANAGE BACKFILL PLANTING HOLE 1 IM1H NATVE SOIL, ROOTS.BACKFILL REMAINING / 2 NLL DORM e"Hi WATER DAM PLANTING HOE MIA NI%TURf TAMP SOIL TO STABILIZE ROOMAUL, WATER 1HOROUCHLY. NOTE: AROUND TREE W11H SqL T0� NA APPROVED AMEND AND DO NOT DISTURB ROOIBALL UNLESS ROM 1/2 D. - AROU D THE NATIVE RSOLOVE AMEND BACKFlLL BACKFLL REMAINING PLAxnrvc HOLE x1TT 1/2 STEET TREES MEASURED 6"ABOVE GROUND AND ARE 2 °MINIMUM CALIPER. OLDAS NOTED IN LANDSCAPE NOTES APPROVED TOPSOIL AND NATIVE SOIL. AMEND BACKFILL ALL OTHER DEDICUOUS TREES MEASURED 4.5 FEET ABOVE ROOT BALL TO FINISH GRADE. AS NOTED IN THE INSTALLATION NOTES VERIFY MIN.CALIPER OF 1 Y2 REQUIRED. - MULCH 2'DEEP ALL ALL EVERGREEN TREES MEASURED FROM THE TOP OF GROUND TO UPPER BRANCHES. PLANTING BEDS ALL TREES TO MEET AMERCAN ASSOCIATION OF NURSERYMEN STANDARDS._ FINISH GRADE. -III III - IIIIII III ICI _ _ _ _�� ALL TREES TO HAVE SINGLE TRUNK AND MATCHING FORM. SCARIFY SIDES OF PLAMBNG - HOLE. MAKE SURE HOLE HAS -III -�-�- -III III III H GOOD DRAINAGE. HOLE HAS GOOD DRAINAGE. - I I—III—�I I III-1 I I III -III III-I�I' ISTNG NATIME SOIL OR - -/ III EXISTING NATIVE SOIL. EX PLACED TOPSOIL. L, - - = N� SHRUBS 3 TIMES II III-III- �III- SCIENTIFIC NAME ROOT BALL DIAMETER SYMBOL COMMON NAME QUANTITY SIZE(MIN.) SPACING(MAX.) NOTES 2 TIMES Op EUONYMUS'EMERALD N GOLD' 4 2 GALLON AS SHOWN FULL,WELL SHAPED TREE PLANTING DETAIL EMERALD IN GOLD WINTERCREEPER � � CO��f��tT�HRUB PLANTING DETAIL G L1.2 a MAHONIA AQUIFOLIUM 1 GALLON AS SHOWN FULL,WELL SHAPED SCALE: N.T.S. L1.2 SCALE: N.T.S. TALL OREGON GRAPE 6 ® NANDINA COMPACTA 82 3 GALLON AS SHOWN FULL,WELL SHAPED COMPACT HEAVENLY BAMBOO � PINUS MUGHO PUMILIO 55 2 GALLON AS SHOWN MULTI-STEM,FULL a DWARF MUGHO PINE PLANT GRWNDCOVERS 1' o BARK MULCH ABOVE FLUSH GRADE z MULCH 2'DEEP ALL PRIOR TO SPREADING O POTENTILLA ABBOTSWOOD 53 2 GALLON AS SHOWN MULL-STEM,FULL PLANTING RED MULCH ABBOTSWOOD CINQUEFOIL C EDGE OF BED—� AREAS.FLUSH GRADE O OTTO_ LAUROA RASUS'OTTO LUYKEN' 10 2 GALLON AS SHOWN FULL,HEALTHY FOLIAGE,STRONG E NOTE F SEE LANDSCAPE OYES FOR OTTO LUYKEN LAUREL U m SPECIFICATION O RHODODENDRON(medium) 6 5 GALLON AS SHOWN NICE FOLIAGE,MULTI STEMSn 1X SPACING - -III III- o RHODODENDRON EXISTING NATIVE SOIL OR - 3 P NEMLY PLACED TOPSOIL RIBES SANGUINEUM 3 5 GALLON AS SHOWN BUSHY,FULL CURB OR - - - i� RED FLOWERING CURRANT STRUCTURE O ROSA PAVEMENT 10 3 GALLON AS SHOWN FULL,BUSHY,WELL SHAPED NOTE: SPADNG TO BE TRIANGULAR PER PAVEMENT ROSE(WHITE) F•+ DISTANCE SHOWN ON PLANT SCHEDULE O Z N m ® SPIREA'LITTLE PRINCESS' 52 2 GALLON AS SHOWN FULL,BUSHY GROUNDCOVER SPACING �4� GROUNDCOVER PLANTING DETAIL LITTLE PRINCESS SPIREA rKL L1.2 SCALE: N.T.S L1.2 SCALE: N.T.S. WEIGELIA'WINE IN ROSES' 15 2 GALLON AS SHOWN FULL,NICE SHAPE,UNIFORM V _ WINE N ROSES CARDINAL SHRUB GROUNDCOVER/GRASSES/PERENNIALS/VINESLLI w LANDSCAPE NOTES SCIENTIFIC NAME SYMBOL COMMON NAME QUANTITY OR SF SIZE(MIN.) SPACING(MAX.) NOTES L /W'� o GENERAL' Q HELIOTROCHIN SERMPERMRENS 54 1 GALLON 24°TRIANGULAR NOT TRIMMED DOWN L l V BLUE OAT GRASS + UTILITY LOCATION: DETERMINE ALL ABOVE GRADE AND UNDERGROUND UTILITIES ® DWARFMISCANTHUSID N GRASS JS 63 1 GALLON 24°TRIANGULAR FULL:NOT TRIMMED DOWN BEFORE COMMENCING WORK. ALL WORK TO BE COMPLETED TO AVOID ANY DAMAGE. DWARF MAIDEN GRASS — THIS IS THE RESPONSIBILITY OF THE CONTRACTOR. WELL ROOTED.MULTI STEMS, © CLEMATIS ARMANDII'SNOWDRIFT' 16 2 GALLON 10' CONTRACTOR TO TRAIN TO TRELLIS _ 1. ALL EXISTING VEGETATION AREAS TO RECEIVE NEW LANDSCAPE SHALL BE CLEARED EVERGREEN CLEMATIS AND GRUBBED FROM THE SITE PRIOR TO COMMENCEMENT OF LANDSCAPE WORK. ® LONICERA HENRY] 6 2 GALLON 10' WELL ROOTED.MULTI STEMS, HONEYSUCKLE CONTRACTOR TO TRAIN TO TRELLIS 2.SUBGRADES FOR ALL PLANTING BED AREAS SHALL BE 6"MINIMUM BELOW FINISH PROJECT N0. ELEVATION. ALL PLANTING BEDS TO HAVE POSITIVE DRAINAGE.MINIMUM 3Y S FRAGARIA'UPCK' 1014 SF 4"POTS 18"TRIANGULAR FULL,MULTI STEMMED,HEALTHY LIPSTICK BARREN STRAWBERRY TDG/18005 3.ALL PLANTING BEDS TO BE NON-COMPACTED TO A DEPTH OF 18"PRIOR TO • DRAWN BY: PLANTING. GERANIUM'ALBA' 2690 SF T GALLON 24"TRIANGULAR FULL,BUSHY,MULTI-STEM WHITE HARDY GERANIUM ARS 4.EXISTING CLAY OR SANDY SOILS SHALL BE AUGMENTED WITH ORGANIC SUPPLEMENTS. ® CHECKED BY: SOIL ANALYSIS MAY BE REQUIRED. MAHONIA REFERS 535 SF 1 GALLON 30"TRIANGULAR FULL,NICE FOLIAGE ARS 5.CONTRACTOR SHALL GUARANTEE PLANTS AND GRASS FOR A MINIMUM OF ONE YEAR CREEPING OREGON GRAPE AFTER APPROVED COMPLETION. Y 6.IMMEDIATELY NOTIFY TERRAFORMA DESIGN GROUP OF ANY ADVERSE CONDITIONS OR CONFLICTS WHICH MAY AFFECT HEALTH OF PLANT MATERIAL. NOTE: Q -GROUNDCOVER CALCULATIONS ARE APPROXIMATE ONLY. IT IS THE 3 RESPONSIBILITY OF THE CONTRACTOR TO VERIFY SQUARE FOOTAGE AND U QUA GROUNDCOVER IS NOT REQUIRED IN TREE WELLS OR UNDERNEATH SHRUBS. J o PLANTING BEDS: J SCREEN CK FOR DETAILS TO SITE W M Z W ttAN/ARgI.FOR DETaLs 1. PLANTING BEDS TO HAVE A MINIMUM OF 6"OF APPROVED THREE WAY z WNES:PHACED 10'ALONG SCREEN, TOPSOIL.12"AT AREAS WITH TREES.DEPTH OF SOIL IS DETERMINED AFTER (n z 3 CONTRACTOR To PROMDE HOOD SETTLING HAS OCCUPIED.BEDS TO BE NONCOMPACTED TO A DEPTH OF 18 STAKES TO E STAY TINE THENTO US UR PLANTING BEDS TO HAVE MORE SOIL IF NECESSARY TO BE FLUSH WITH CURB, Q LLJ HE NNE ONE STAKES AND 1REW5 FOR SUPPORT SIDEWALK OR OTHER PAVED SURFACE. ALL PLANTING BEDS TO HAVE POSITIVE m J DRAINAGE. >- } CONCRETE MCC FOR TO SITE � Q z PUN/ARCHITECT FOR DETAILS 2. CONTRACTOR TO VERIFY PLANT RE IS D AND SQUARE FOOTAGE.NOTIFY IRRIGATION: Q w TERRAFORMA DESIGN GROUP IF THERE IS A DISCREPANCY. 3. ALL PLANT MATERIAL TO BE WELL BRANCHED,FREE FROM DISEASE OR 1.IRRIGATION SYSTEM REQUIRED. TERRAFORMA WILL PROVIDE AN IRRIGATION w i a PEST,AND HAVE A WELL DEVELOPED ROOT SYSTEM. ALL MATERIAL TO MEET DESIGN,UNLESS NOTED OTHERWISE. O AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS. 2.IRRIGATION IS TO CONFORM WITH AGENCY STANDARDS. m 4. FERTILIZE ALL PLANT MATERIAL WITH SLOW RELEASE FERTIZER PER 3.FOLLOW WRITTEN SPECIFICATIONS FOR WIRE SIZE,HEAD TYPE,CONTROLLER, c MANUFACTURER'S RATES. RAIN SENSOR,ETC. A SEPARATE IRRIGATION METER IS TO BE PROVIDED. SIDEWALK CONTROLLER TO BE IN SPRINKLER RISER AREA. =-n-l-= - 5.PLANT MATERIAL PLANTED RATE BE SAME AS OR NO MORE THAN 1"HIGHER SHEETTITLE II�II�III=III=II1III- BANKING THAN CURRENT GROWTH RATE AT FINISH GRADE. _-_-_-_- - - - - -III-III-III-III-III-III-I SITE CONSTRUCTION: /� /►/�o 'I �� 6.WATER PLANTS THOROUGHLY DURING PLANTING AND IMMEDIATELY FOLLOWING. LANDSCAPE _ _ _ =1-III=III-III-III-III-III-III-III-II III= II1=II1=II1=II1=II1=ITTT1= WATER HEAVILY AT FIRST,3 TIMES PER WEEK,AND LESS ONCE ESTABLISHED. 1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY AND LOCATE AND EXISTING OR PROPOSED UTILITIES. ANY DAMAGE CONSTRUCTION DRAWING APPROVAL IIIIII II III,I III=III=-=-=11=1-I lil -]III IIIII Iilll llmlll�lll-111m111-"' Z. LEGEND ORGANIC MEDIUM MULCH TO BE A MINIMUM OF 2"DEPTH IN ALL PLANTING DONE BY NOT LOCATING,IS THE RESPONSIBILITY OF THE BEDS. CONTRACTOR. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. NOTES 8.STAKES TO BE COMPLETELY REMOVED BY CONTRACTOR PRIOR TO 1 YEAR 2.REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING,DRAINAGE, & (2) SCREENING CHECK QUARTERLY FOR DAMAGE OR ADJUSTMENTS NEEDED. AND UTILITY DESIGN. UTILITIES SHOWN ON DRAWING ARE SCHEMATIC ONLY. BY: SHEET NO. u2 SCALE: N.T.S. 9.APPLY PREEMERGENT TO MULCH IN PLANTING BEDS.IF WEEDS OCCUR WITHIN 1 City Engineer,CITY OF ARLINGTON YEAR,LANDSCAPER SHALL RETURN TO REMOVE WEEDS AT NO COST. 3.EROSION CONTROL SHALL BE PROVIDED DURING CONSTRUCTION L1.2 PER CIVIL PLANS. DATE: THIS APPROVAL VALID FOR 18 MONTHS LEGAL DE5GRIPTI0N: A-I SR HIGHLAND DR. 530 BEGINNING AT THE NORTHWEST CORNER OF SECTION 14,TOWNSHIP 31 NORTH, RANGE 5 EAST,W.M.,RECORDS OF 5NOHOM15H COUNTY,WA5HIN&TON; /S2TREET THENCE SOUTH 0'20' WE5T ALONG THE WEST LINE OF SUBDIVISION -156 FEET TO THE TRUE POINT OF BEGINNING;THENCE EAST 500 FEET; 204TH THENCE SOUTH 260 FEET; z THENCE WE5T 300 FEET TO THE WE5T LINE OF SAID SUBDIVISION; THENCE NORTH 0"20' EAST ALONG SAID WEST LINE 260 FEET TO THE 198TH PL NE �+ POINT OF BEGINNIN6, J+ EXCEPT PORTION LYING WITHIN COUNTY ROAD ON THE WEST. 197TH ST SITE A-2 T06ETHER WITH THAT PORTION OF THE 5OUTHWE5T QUARTER OF THE Z NORTHWEST QUARTER OF SECTION 14,TOWNSHIP 31 NORTH,RANGE 5 EAST, w W.M.,IN 5NOHOM15H COUNTY,WA5HINSTON,DESCRIBED A5 FOLLOWS: a BEGINNING AT THE SOUTHWEST CORNER OF SAID 5OUTHWE5T QUARTER OF THE NORTHWE5T QUARTER, Z THENCE NORTH 0"05'33"EAST ALONG THE WEST LINE THEREOF FOR 1020 w m FEET TO THE TRUE POINT OF BEGINNING; z THENCE CONTINUE NORTH 0"05'33"EAST ALONG THE WEST LINE THEREOF <AIRPORT w 188TH ST 266.36 FEET TO THE NORTHWEST CORNER OF SAID SOUTHWEST QUARTER ¢ :o OF THE NORTHWEST QUARTER; = THENCE SOUTH 6Q"1254"EAST ALONG THE NORTH LINE OF SAID SOUTHWEST QUARTER OF THE NORTHWEST QUARTER 36Q.3 FEET, MORE OR LESS, TO a THE WEST LINE OF THE NORTHERN PACIFIC RAILROAD RIGHT-OF-WAY; Z THENCE SOUTH 10"04'I3"WE5T ALONG WEST LINE OF SAID RAILROAD RIGHT-OF-WAY 2T1.65 FEET,MORE OR LESS,TO A POINT OF INTERSECTION OF SAID WEST LINE WITH A LINE EXTENDED AT A 90"ANGLE WITH THE WEST LINE OF SAID 5OUTHWE5T QUARTER OF THE NORTHWEST QUARTER 172ND ST. NE (SR 531) FROM THE TRUE POINT OF BEGINNING; THENCE WE5T 346 FEET,MORE OR LESS,ALONG SAID EXTENDED LINE TO VICINITY MAP THE TRUE POINT OF BEGINNING. SCALE: 1'=2000' A-3 TOGETHER WITH BEGINNING AT A POINT "156 FEET SOUTH OF THE NORTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 14, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., RECORDS OF 5NOHOM15H COUNTY,WA5HIN6TON, THENCE EAST 230 FEET; THENCE NORTH 257 FEET, THENCE EAST TO THE WEST LINE OF THE NORTHERN PACIFIC RAILWAY RIGHT-OF-WAY; THENCE SOUTHERLY ALONG SAID WEST LINE OF RAILWAY RIGHT-OF-WAY TO THE SOUTH LINE OF THE SAID NORTHWEST QUARTER OF THE NORTHWEST QUARTER; THENCE WEST TO THE SOUTHWEST CORNER OF SAID NORTHWEST QUARTER OF THE NORTHWEST QUARTER; THENCE NORTH TO THE POINT OF BEGINNING; EXCEPT THE NORTH 260 FEET OF THE WEST 300 FEET THEREOF, SAID EXCEPTION MORE PARTICULARLY DESCRIBED AS FOLLOWS: 51TE ADDRESS BEGINNING AT A POINT"156 FEET SOUTH OF THE NORTHWEST CORNER OF 20015 6TTH AVE NE SECTION 14,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.; ARLINOTON,WA 96223-6156 THENCE EAST 300 FEET; THENCE SOUTH 260 FEET; TAX ACCOUNT NUMBER THENCE WEST 300 FEET; THENCE NORTH 260 FEET TO THE POINT OF BEGINNING; EMSTI002oO"NS Exlsnr�zoNlnls AL50 EXCEPT COUNTY ROAD. 61-GENERAL INDUSTRIAL A-4 UTILITIES T06ETHER WITH THE NORTH 116.0 FEET OF THE SOUTH 1020 FEET OF THAT SEWER-CITY OF ARLINOTON PORTION OF THE 5OUTHWE5T QUARTER OF THE NORTHWEST QUARTER OF SECTION 14,TOH45HIP 31 NORTH,RANGE 5 EAST,W.M.,LYING WEST OF THE WATER-CITY OF ARLINOTON NORTHERN PACIFIC RAILROAD RIGHT-OF-WAY; POWER-5NONOM15H COUNTY PAID.NO.I EXCEPT COUNTY ROAD. SURVEYOR NOTES I. SUBDIVISION AND BOUNDARY SOLUTION PER RECORD OF SURVEY A.F.N.201504085001. 2. SANITARY SEWER INFORMATION PER CITY OF ARLINOTON AS-BUILTS. 44 REV.03 J5M 5/IT/I6 R°g8 A N D E S 1523 TENTH ST, SITE MAF MARYSVILLE, WA 98270 FOR LAND SURVEYING,P.S. PHONE 360-659-6639 GAYTEWAY BUSINESS PARK 0"1736.° BUILDING G DRAWN BY: J5M JOB DATA: 3105-14.04 A PORTION OF NA4.1/4 4 S.K.1/4 20005 SECTION 14,TOWNSHIP 31 NORTH,RANGE 05 EAST,W.M. CHEC - B JRA WaPI6201 FIELD OOK:FILE SNOHOMISH COUNTY,STATE OF WA5HINBTON I—✓— C/ DATE: 4/2 /Il 3105-14.OQ Cayt .oy 5-I1-0 S V 1 MATCH—LIN\ 5 — I —MATCH LINE — \ — — — — — — —MATCH LINE_ — p \ — — — — — — — — — — — — — — — — — — — — tl4 I O. I I I II X CB RIM-132,61' I w • I I CB RIM-132,59' I FARGEL A2 V 15 II i III � CB I RIM=131.73' i / 1 I- 04, Lu i I a \ I � w co I I 20 0 20 CB I 3\ p \ 2 RIM=133.50' I \ I ,134� TELEPHONE I Gc S i to 1" = 20' MANHOLE \ CONTOUR INTERVAL = I FOOT CB \ RIM-133.52' I SW I SSMH 1672 I I 1� U � AS BASIS OF BEARING NORTH LINE OF THE N.W.I/4 N.W.I/4 SECTION 14 RIM=134.19' I '� _ _ _ \ PER RECORD OF SURVEY 2015040&5001 IE(S)=126 71'(12") 4 o IE(N)-126.61'(12") _ FLOWS NORTH � _ _ _ — _ _ _ \ _ _ _ _ _ — VERTGAL DAT IM-NAVD.8B \ � SSMH 1673 AS SHOWN HEREON PER CITY OF CP29-02;MGAWA I / \ ARLINGTON SANITARY SEWER AS GUILTS. N 431881.686 _ E 1321454.696 ELEV: 133.97 \ HROERCOIZRODN TOAFL SDUARTVUEMY-NAD63/41 2015040 2 ROADWAY EASEMENT 85001mMIC �A.F.N.1827691 I N 431875.196 E 1321479.151 I / 8"0 GATE POST ELEV: 133.69 I I W \ FOUND 1 3/4" BRASS CAP W/ PUNCH I _ 0.5' BELOW GRADE, IN CASE (4/2018) -_ - ELEV=133.69' I n — ��n� PARGEL A4 - -- ASPHALT \ PROJECT BENCHMARK I II z 1 I� I 1�5 - � \ ID HUEY SSMH 1673 SGNAL N 43180543 RIM=134.68' ASPHALT E 1321889.34IE(s)=12z3a'(12"")) ELEV: 136.30E(N)=12T34(2 FLOWS NORTH I in / \ N \ \ \ IRRIGATION CONTROL BOX I EF — IF 20' ROADWAY EA\ SEMENT CB �n �\ — — � � i:�A.F.N.1827691\ RIM=134.65' I I I `O —N BTSfi 54"W —` " TEL T N BOX \ \ \ ..� ,, --�� TEL CO N CB (SOLID LID) T RIM=134.75' :T�y' ` Y'4 _M7 13 - CB �2 RIM=134.54' N o 139- / OLD 3' WIDE POWER EASEMENT 1-7 I o NEWER 2' WIDE A.F A.F.N.8804290086 ' TELEPHONE I f I I II I :; ECO-BLOCK WALL MANHOLE ECO-BLOCK WALL 40 I I 30.0• I (INCLUDES 5- CEDARS (8"0-15"0) I GAS LINE MARKER TREE DRIP LINE cTYP> FND MON IN CASE RECORD OF SURVEY REV.03 JSM 5/IT/18 A.F.N. 201504085001 15 R., 1523 TENTH ST, SITE MAF _ uNDER�RouND urlLlrr Noce ,w�,° � A N D E S 14 UNDERGROUND UTILITY LOCATIONS 5HOWN HEREON ARE BASED MARYSVILLE, WA 98270 UPON FOR 5URFAGE INDICATORS.NO UNDERGROUND LOCATE SERVICE WA5 UTILIZED LAND SURVEYING,P.S. PHONE. 360-659-6639 GAYTEWAY BUSINESS PARK FOR THEIR LOCATION.THE USE OF TH15 MAP FOR THEIR EXACT LOCATION 0 17362 15 NOT WARRANTED. PRIOR TO CONSTRUCTION OR FURTHER 517E DESIGN °oratie*` BUILDING G USER SHOULD GALL THE UTILITY LOCATE SERVICE AT I-WO-424-5555 fm'4c cne>fl DRAWN BY: J5M JOB DATA: 3105-14.04 A PORTION OF N.W.1/4 4 S.W.I/4 4b HOURS BEFORE CONSTRUCTION. 20005 SECTION 14,TOWNSHIP 31 NORTH,RANGE 05 EAST,W.M. I CHECKED- JRA WaPI6201 FIELD 130OK:FILE SNOHOMISH COUNTY,STATE OF WA5HINBTON I-✓- C� DATE: 4/27/1& 3105-14.09 Gaykaway 5-1 16 SV2 - - - - - - - - - - - MATCH LINE I ® MATCH LINE MATCH LINE '` UNKNOWN UTILITY I \ m 2y PVC PIPE 4.5"VERTICAL �— — ��P OF PIPE=130.81�'— / - - - - - - - - - - - - - - - - - - - - - - - - -9 _ J— — — CB �i I (NO CASTING OR GRATE) TOP OF STRUCTURE=131.2' / CP CNWA HUEY I IE(N)=1301'(8"PVC) N 432449175 5 I IE(E)=130.1'(8"ABS) E 1322022:572 ELEV: 131.56 I BROKEN,CB (32") \ I \ TOP OF STRUCTURE=12NO8.25' 1 U RIM=130.31' � J h CB RIM=130.38' CB RIM=131.23' IV I CONTROL VALVE / 30.o, Cl PIPE 2 I I / .5" ABOVE GRADE UNDERGROUND II VAULT �� \ 130� I FDC m 3 I I PARGEL AS I I w /I I I ASPHALT Z I 3 �.. W H Z Q I , CB co I CP29-01;MGAWA RIM=131.38 3; I N 432267786 E 1321987:900 i I ELEV: 133.67 CB RIM=131.42' — HOSE BIB .1 CB , \ I 20 0 20 RIM-13236 ScaleI" = 20' F - — CONTOUR INTERVAL = I FOOT CB RIM=130.91" , � W SSMH 1671 I / I ASPHALT RIM=132.49' ' E(S)=124.36'(12 IE(N)=124.26(12) FLOWS NORTH MATCH_LINF I I_ I _ j -_ MATCH LINE MATCH LINE_ _ _ t REV.03 J5M 5/IH/I8 oy,E aeg 1523 TENTH ST, SITE M,AP ur�ERSRour�UTILITY NOTE ,,w�,° � A N D E S UNDERGROUND UTILITY LOCATIONS 5HOWA1 HEREON ARE B MARYSVILLE, WA 98270 BASED UPON FOR SURFACE INDICATORS.NO UNDERGROUND LOCATE SERVICE WA5 UTILIZED LAND SURVEYING,P.S. PHONE. 360-659-6639 GAYTEWAY BUSINESS PARK FOR THEIR LOCATION.THE USE OF THI5 MAP FOR THEIR EXACT LOCATION ♦17362 I5 NOT WARRANTED. PRIOR TO CONSTRUCTION OR FURTHER SITE DESIGN �oratie*` BUILDING G USER SHOULD CALL THE UTILITY LOCATE SERVICE AT I-WO-424-5555 r r.ne>fl DRA N BY: J5M JOB DATA: 3105-14.04 A PORTION OF N.W.1/4 4 S.W.I/4 4b HOURS BEFORE CONSTRUCTION. 20180` SECTION 14,TOWNSHIP 31 NORTH,RANGE 05 EAST,W.M. CHEC - JRA WaPI6201 FIELD BOOK:FILE SNOHOMISH COUNTY,STATE OF WA5HINBTON I-✓- C� DATE: 4/27/I8 3105-14.09 Caykaway 5-11 SV3 10 t - - - - - - - - - - BASIS OF BEARING _ _N 883733"W_2670.71' _ _ 15 — — — — — — _ _RECORD OF SURVEY A.FN. 20 5504085001 - - _ _ NOHOMISH COUNTY 3105J17 - w SNOHOMISH COUNTY 3105J19 1 (WCCS 3335) I HELD FOR NAD83/91 POSITION I (WCCS 3352)RECORD OF SURVEY I A.F.N.201504085001 HELD FOR NAD83/91 POSITION I RECORD OF SURVEY A.F.N.201504085001 I I I I I 1 I BUILDING CB I I RIM=122.58' I I [Y-CB CB I RIM=122.82' �125i \ I 3 -CONCRETE CB 0 , PAD \ 1 I I I RIM=123,48' ECO BLOCK CB ECO I 8"0 GATE POST ASPHALT CB I WALL RIM=123.70' I WALL RM=125.29' N 88'19'12"W 1 200.00' 0 SSGO _ /r I _ ASPHALT CP29-026 F i \ \ \ ASPHALT N 43679.79.401 01 I U y E 1321528.249 ELEV: 124.41 SSMH 1669 FARGEL A5 5' \ RIM=126.00' s� FLOWS NORTH 1 I I r2 RIM=126.26' I �O CB I � l RIM-125.84' RIM=125.8CB 4' SSMH 1669 \ ROCK WALL 26 RIM=125.8 ABANDONED D SSMH 1670 `II� RIM=126.89' IE(S)=119.94'(12") 1 CB IE(N)=119.84'(12") `/ FLOWS NW / \ I UNKNOWN UTILITY I / BROKEN TOP, NO GRATE I 'NO OF �36'0 RIM=12818' TOP STEEL 5 IE(S) 127.2(12 PVC)(PIPE REMOVED) I IE(S)126.6'(8"PVC)(PIPE REMOVED) J /� CONTROL VALVE IE(N) 122 8'(12"CMP) FARGEL AI 8" Cl PIPE 4.0' ABOVE GRADE \ I ) I w o UNKNOWN UTILITY Ld s /' TOP OF 72"0 STEEL STRUCTURE I J CP45-01;RBC m k I I +N 432514.815 RIGTROLATION BOX I / UNKNOWN UTILITY o I \ _� -�/ E 1322027.70 CON 1 � ,2B 3 I TOP OF 48"0 STEEL STRUCTURE I I ELEV: 130.75 -L CB RIM=128.78' N UTILITY TOP OF 72"0 STEEL STRUCTURE 4' WIDE CONCRETE RAILWAY STOP - - - - - - - - - - - - - - - - - - - - - - - - - MATCH LINE I M® MATCH LINE I n„ \� MATCH LINE REV.03 J5M 5/1-7/18 oy,E a 1523 TENTH ST, SITE M,AP uNDER6ROIIND UTILITY NOTE 20 0 20 ��,° . � A N D E S MARYSVILLE, WA 98270 UNDERGROUND UTILITY LOCATIONS 5HOWN HEREON ARE BASED UPON FOR 5URFACE INDICATORS.NO UNDERGROUND LOCATE SERVICE WA5 UTILIZED LAND SURVEYING,P.S. PHONE. 360-659-6639 GAYTEWAY BUSINESS PARK FOR THEIR LOCATION.THE USE OF THI5 MAP FOR THEIR EXACT LOCATION li I �t17362* 15 NOT WARRANTED. PRIOR TO CONSTRUCTION OR FURTHER 5ITE DE5I6N Sca I e I = 20 BUILDING G USER SHOULD CALL THE UTILITY LOCATE SERVICE AT I-WO-424-5555 CONTOUR INTERVAL = I FOOT r Lev DRA N • J5M JOB DATA: 3105-14.04 A PORTION OF N.W.1/4 4 S.W.I/4 4b HOURS BEFORE CONSTRUCTION. 20005 SECTION 14,TOWNSHIP 31 NORTH,RANGE 05 EAST,W.M. CHEC KFD- JRA WaPI6201 FIELD BOOK:FILE SNOHOMISH COUNTY,STATE OF WASHIN&TON ,1 I-✓- C� DATE: 4/27/I8 3105-14.09 Caykaway 5-1 16 SV4 GENERAL NOTES: (� �/ 0" 1. ALL PARKING STALLS ARE 9'-0"x 19'-0"U.O.N. GAYTE VV,A, 2. ALL SIDEWALKS ARE 5'-0'WIDE CONCRETE WITH BROOM FINISH&5'- O.C. BUSINESS PARK SCORING PATTERN WITH MAX 1:20 SLOPE&1:48 CROSS SLOPE,U.O.N. A I 3. SEE CIVIL DRAWINGS FOR LOCATIONS OF CAST-IN-PLACE CURBS AND EXTRUDED 4. SEE CURBS DRAWINGS FOR AREAS OF STANDARD AND HEAVY PAVING SECTIONS. LLC 5. ALL CONCRETE MONUMENT SIGNAGE IS UNDER SEPARATE SIGNAGE PERMIT. 6. SEE ARCHITECTURAL SHEET AO.3 FOR SITE DETAILS. 7. PROVIDE DETECTABLE WARNING TEXTURE PER CODE ON ALL SIDEWALK RAMPS AND CURB RAMPS. 8. COMPLY WITH IBC CHAPTER 11 BARRIER FREE REQUIREMENTS. NELSON Nelco Architecture,Inc. LEGEND' a licensedCffiliaatRe�oofffNN�eAlsoonn■W�od■■dwiidde,LLC --- ACCESSIBLE ROUTE TO THE PUBLIC WAY a r c n 1 c•c t s \ 40'-0"MINIMUM YARD(NO BUILD)PER IBC 1200 Fifth Avenue i 507.2.1. Suite 1300 4 5 6 7 Seattle,WA 98101 _ BUILDING C SITE NOT IN SCOPE 206.408.8500 phone -0"OVERALL -NELSONonline.com 50' 0" I 50'-0" I 50'-0" I 50'-p.. I 50-0" I 50-p" _ NORTHE%PACIFIC R ��RO KEYNOTES: O I ��J� I I 40'-p„ A�R. W. CONCRETE CURB,SEE CIVIL DRAWINGS 14-0 26'_p 2. CONCRETE ENTRY W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 CROSS DRIVE AISLE SLOPE. b 3 SIDEWALK SCORED AT MAX 5'-Or D.C.ONO. CONCRETE /BROOM CROSS SLOP 0 SLOPE&MAX 1:48 M Z Q - 4. 5'-0"WIDE CONCRETE LANDING W/5'-0' WIDE SIDEWALK AT EXIT/FIRE w w 3 DEPARTMENT ACCESS DOORS,TYR.SEE DETAIL 3/AO.3 A0. 5. 5'-T WIDE STRIPED DRIVE AISLE CROSSING,TYP. 6. PRE ENGINEERED MTL.EXIT STAIR&LANDING,TYR.SEE DETAIL 2/AO.3 7 Q 7. BOLLARD TYP.,PAINT SAFETY YELLOW,SEE CIVIL L_ I I 8. LANDSCAPING,TYP O 1 7 9. ASPHALT DRIVE-AISLE&STRIPED PARKING PER CIVIL PLAN 1 8 4 4 O 10. CONCRETE DRIVE-UP RAMP®MAX 5%SLOPE,SEE DETAIL 9/Ao.3 2 11. CONCRETE TRUCK APRON W/CONTROL JOINTS PER STRUCTURAL DETAILS.SEE J (� Z CIVIL FOR PAVEMENT SECTION DETAIL J I /4 12. ADA FOR STALL W/WHEELCHAIR SYMBOL,ACCESS AISLE AND SIGNAGE, Q TYP.SEE CIVIL R 0 13. ADA ACCESSIBLE SIGNAGE,TYP.SEE CIVIL C ) M I - 14. WHEEL STOP,TYR.SEE CIVIL 15. ADA COMPLIANT CURB RAMP W/TACTILE WARNING PER T1.2 N 16. ADA COMPLIANT FLUSH TRANSITION WITH DETECTABLE WARNING PER T1.2 I I 4 17. ILLUMINATED BOLLARD,TYR.SPEC TED. 6 - 18. NEW ECOLOGY BLOCK WALL 3 19. BLACK VINYL COATED CHAIN LINK FENCE WITH HEDGE,SEE LANDSCAPE 1 B DRAWINGS FOR TREE LOCATIONS.REFER TO GAYTEWAY ACCESS PLAN FOR FENCE RETAIL L 20. LOCATION OF GAS METER,SEE CIVIL FOR CONTINUATION 21. LOCATION OF WATER METER. SEE CIVIL FOR CONTINUATION b 22. LOCATION OF IRRIGATION METER,SEE LANDSCAPE 23. LOCATION OF UNDERSLAB SANITARY SEWER LINE INTO BUILDING,SEE CIVIL FOR SIZE&CONTINUATION l 3 24. LOCATION OF FIRE HYDRANT,SEE CIVIL I 3 25. LOCATION OF ELECTRICAL TRANSFORMER ON CONCRETE PAD,PER ELECTRICAL CONSULTANT - - - - DESIGN/BUILD 5•_� C 26, NOT USED SETBACK 45'-5" 27. FUTURE LOT LINE JBU�UIL�61G 28. TILT-UP CONCRETE TRASH ENCLOSURE/RECYCLABLE STORAGE&FIXED LOUVER METAL GATE,SEE DETAIL 15/AO.3 `i 29,_ 6'TALL GREENSCREEN WITH CLIMBING PLANTS(TYPE A OPAQUE SCREENING) 19 63,690 SF ATOP A 2'-6' CONCRETE BARRIER,SEE LANDSCAPING FOR PLANTING SCHEDULE BETWEEN SCREENS +1m0' 30. BIKE RACK,SEE CIVIL T -=w 31. COMPACT PARKING STALL 8'-O"x15'-0" p 32. 3-HR WALL ADJACENT TO NO BUILD EASEMENT,UL RATING NO.U919.SEE 19 WALL TYPE 4 ON SHEET A6.1. 1 33, OPENING IN THE EXTERIOR WALLS FACING THE REDUCED WIDTH(NO BUILD 1 EASEMENT)SHALL HAVE OPENING PROTECTIVES WITH A FIRE PROTECTION RATING OF NOT LESS THAN 3 HOURS PER IBC 507.2.1.3. 1 1 4 b 34. THE YARD OF 60'SHALL BE PERMITTED TO BE REDUCED To NOT LESS THAN IDIl4 Mlnatil '� 40'PER IBC 507.2.1. fit rS - E .,ilr, giw.mn 40'-3" - - - - - - DRIVE AISLE I -_ D. SIM.Opp ----I-----� Submittals/Revisions: It 05 15 2019 BUILDING PERMIT � T I - - I i I � F I o I 8 �" I 8 �e. e1� L -� ------ AD. ---- ,, -- ------ -- 2 9 0 4 1 O 1 5 24 a ' 0 0 o� 52'-1(f ,O a I C 5" ACCESS ( v -29 -- OB ~ CENTENNIAL TRAIL Sheet Title: ARGHITEGTDRAL SITE PLAN Date: 05 15 2019 x f I' Xf 67TH AVE NE 41 Design: - - - Drawn: Project No: 16-056 S Approved: Building No: i ARCHITECTURAL SITE PLAN AO.1 N I Sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES:1. ALL PARKING STALLS ARE 9'-0"x 19'-0"U.O.N. GAYTE••Fw AY 2. ALL SIDEWALKS ARE 5'-0'WIDE CONCRETE WITH BROOM FINISH&5'-0"O.C. BUSINESS �� SCORING PATTERN WITH MAX 1:20 SLOPE&1:48 CROSS SLOPE,U.O.N. 3. SEE CIVIL DRAWINGS FOR LOCATIONS OF CAST-IN-PLACE CURBS AND EXTRUDED 4. SEEBCIVIL DRAWINGS FOR AREAS OF STANDARD AND HEAVY PAVING SECTIONS. LLC 5. ALL CONCRETE MONUMENT SIGNAGE IS UNDER SEPARATE SIGNAGE PERMIT. 6. SEE ARCHITECTURAL SHEET AO.3 FOR SITE DETAILS. 7. PROVIDE DETECTABLE WARNING TEXTURE PER CODE ON ALL SIDEWALK RAMPS AND CURB RAMPS. 8. COMPLY WITH IBC CHAPTER 11 BARRIER FREE REQUIREMENTS. NELSON Nelco Architecture,Inc. LEGEND' a licensedCffiliaatRe�oofffNN�eAlsoonn■W�od■■dwiidde,LLC ACCESSIBLE ROUTE TO THE PUBLIC WAY a r c nl c•c t s T 40'-0"MINIMUM YARD(NO BUILD)PER IBC 1200 Fifth Avenue L� L 507.2.1. Suite 1300 Seattle,WA 98101 50'-0"50'-0° BUILDING C SITE NOT IN SCOPE 206.408.8500 phone www.N ELSONonline-com I I I KEY NOTES: O CONCRETE CURB,SEE CIVIL DRAWINGS O O v 2. CONCRETE ENTRY W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 CROSS SLOPE. v 3. CONCRETE SIDEWALK W/BROOM FINISH,MAX 1:20 SLOPE&MAX 1:48 CROSS SLOPE,SCORED AT MAX 5'-O" O.C.ONO. m Z Q 4. 5' 0"WIDE CONCRETE LANDING W/5 0 WIDE SIDEWALK AT EXIT/FIRE w DEPARTMENT ACCESS DOORS,TYR.SEE DETAIL 3/AO 3 5. 5' 0"WIDE STRIPED DRIVE AISLE CROSSING,TYP. a ° 6. PRE ENGINEERED MTL EXIT STAIR&LANDING,TYP SEE DETAIL 2/AO.3 0 Q Z 2'-6 2'- 7. BOLLARD TYP,PAINT SAFETY YELLOW,SEE CIVIL a ° - 8. LANDSCAPING TYR. w O Q 2 ° ° O 9. ASPHALT DRIVE AISLE&STRIPED PARKING PER CIVIL PLAN T7� 10. CONCRETE DRIVE UP RAMP®MAX 5%SLOPE,SEE DETAIL 9/AO.3 11. CONCRETE TRUCK APRON W/CONTROL JOINTS PER STRUCTURAL DETAILS.SEE J (0 Z ,I CIVIL FOR PAVEMENT SECTION DETAIL J 12. ADA ACCESSIBLE STALL W/WHEELCHAIR SYMBOL,ACCESS AISLE AND SIGNAGE, Q Lo TYP.SEE CIVIL R M T O O 14. W13. DHEEL STOPIBTYRLE SISEE CIVILP.SEE CIVIL C ) W 0 Q ° 15, ADA COMPLIANT CURB RAMP W/TACTILE WARNING PER T1.2 V L.LI N l L J 16. ADA COMPLIANT FLUSH TRANSITION WITH DETECTABLE WARNING PER T1.2 17. ILLUMINATED BOLLARD,TYR.SPEC LED. 18. NEW ECOLOGY BLOCK WALL ^ / 19. BLACK VINYL COATED CHAIN LINK FENCE WITH HEDGE,SEE LANDSCAPE / vDRAWINGS DETAIL. TREE LOCATIONS.REFER TO GAYTEWAY ACCESS PLAN FOR FENL91_1 9'-0" 9'-0" 20. LOCATION OF GAS METER,SEE CIVIL FOR CONTINUATION 9'-0" 5 21. LOCATION OF WATER METER. SEE CIVIL FOR CONTINUATION �^qY 22. LOCATION OF IRRIGATION METER,SEE LANDSCAPE 23. LOCATION OF UNDERSLAB SANITARY SEWER LINE INTO BUILDING,SEE CIVIL FOR SIZE&CONTINUATION 24. LOCATION OF FIRE HYDRANT,SEE CIVIL 25. LOCATION OF ELECTRICAL TRANSFORMER ON CONCRETE PAD,PER ELECTRICAL CONSULTANT ENLARGED SITE PLAN 26. NDESIOTIGUED O28 N ,�8.,_ 1'-0" 27. FUTURE LOT LINE 28 TILT-UP CONCRETE TRASH ENCLOSURE/RECYCLABLE STORAGE&FIXED LOUVER METAL GATE,SEE DETAIL 15/AO.3 29, 6'TALL 2'-6' CONCRETE WITH CLIMBING PLANTS(TYPE A OPAQUE SCREENING) I ATOP A 2'-6' CONCRETE BARRIER,SEE LANDSCAPING FOR PLANTING F-1 SCHEDULE BETWEEN SCREENS 11 30, BIKE RACK,SEE CIVIL 31, COMPACT PARKING STALL 8'-0"x15'-0" 24•-9"a i _- 32. 3-HR WALL ADJACENT TO NO BUILD EASEMENT,UL RATING NO.U919.SEE WALL TYPE 4 ON SHEET A6.1. © p 6 7 33, OPENING)N THE EXTERIOR WALLS FACING THE REDUCED WIDTH(NO BUILD EASEMENT SHALL HAVE OPENING PROTECTIVES WITH A FIRE PROTECTION a UP 7 c RATING OF NOT LESS THAN 3 HOURS PER IBC 507.2.1.3. 34. THE YARD OF 60'SHALL BE PERMITTED TO BE REDUCED To NOT LESS THAN "SO Mlnatil '� a 40'PER IBC 507.2.1. ncl a It rS 1laurus � a n+lta•�+smw.mn a � m Q _ Q Submittals/Revisions: a 05 15 2019 BUILDING PERMIT I I Q v Z ° UP UP a 11-3" 8'-0" 5'-0" 15' - i o ' Sheet Title: ENLARGED SITE 0 0�® PLANS t Dae: 0 05 15 2019 Q 1 Design: a Drawn: 9'-0" -J Project No: 16-056 Approved: Building No: n ENLARGED SITE PLAN n ENLARGED SITE PLAN AO.2 N v 1/8"_ 1'_0" N I 1/6"= 1'-0" Sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 EXTERIOR METAL FINISH SPECS: ,A, �/ ALL EXTERIOR METALS:STRINGERS,PANS,SIGN PIPES,TREAD/RISERS,PIPE RAILINGS,F GAYTE VV A FIXED LOUVER METAL GATE ANGLES,BOLLARDS,ETC.TO BE GALVANIZED(ALUMINUM WINDOWS SYSTEMS SPECIFIED ELSEWHERE.) STAIRS: GALVANIZED BUSINESS PARK RAILINGS: GALVANIZED LLC 0 NELSON tj GRADE Nelco Architecture,Inc. ELEVATKIN u D a licensed affiliate of Nelson Worldwide,LLC CANE BOLT W/SLEEVE C RAn- NOTE: A a r cn, secs ALL TILT-UP CONCRETE PANELS TO BE PAINTED PNT-1. 15C 1200 Fifth Avenue CONCRETE TILT-UP Suite 1300 A0.3 VERTICAL JOINT& PANEL Seattle,WA 98101 CONCRETE TILT-UP CAULKING PANEL 15-11 206.408.8500 phone www.N ELSONonline.com ° ° Qa ° ° 4 5B ° TILT UP CONCRETE RECYCLE BINS -. DUMPSTER a ° PANEL PER STRUCTURAL - a 4 a g ° o 9.EVATION B 1a 4 14 ° � mza Q W d ° �Q ° - J b ° ALIGN WITH EDGE OF PANEL Z O STRUCTURAL ONCRETE TILT-UP PANEL ° ° CONCRETE LANDING Q FIXED LOUVER METAL AT DOORS V%VVI/[ FENCE&LOCKING HBOLT ASP&PAD LOCK � �_Q J ° T' Q SA N SECTION A0.3 GRADE ELEVATION n TRASH ENCLOSURE C n PLAN AT DOOR LANDING �J 1/4" - 1._0» v 1/4" _ 1._O„ NOTE: LANDING SUPPORT ANGLES SEE EXTERIOR METAL FINISH CONSULTANT SPECIFICATIONS. STEEL CLIP ANGLE STEEL STRINGER -6 6 CLR HANDRAIL RETURN 2"0 GALVANIZED STEEL PIPE COLUMN®CORNER OF LANDING 1-1/2"0 ROUND STEEL HANDRAIL WELD&GRIND SMOOTH OPEN STEEL GRATE TREADS AND LANDING GUARDRAIL AT 4f 1/4" x 12"AND _ u HANDRAIL AT 36" 1/4" STEEL RISERS 6 5'0 Il t'1 GOIKiA3 CO .FILLED HT. o Welt,.•��:mw•ax. GONG FILLED 6"0 4'-0" HT. GALV.PIPE BOLLARD, SEE DETAIL 14/A0.3 4'-5" CONC.FILLED GALV.PIPE � CLR BOLLARD,SEE DETAIL 14/A0.3 6" ^ MAX.LEADING EDGE Submittals/Revisions: RADIOS®STAIR: 1/2° ELEVATION PLAN 05 15 2019 BUILDING PERMIT ra LJ PER IBC 1009.32 LE-ENG. METAL STAIR n PRE-ENG. METAL STAIR V 1/4" - 1' 0" L 1/4" - CONC PANEL BUILDING BUILDING INTERIOR EXTERIOR CONCRETE LANDING CONCRETE RETAINING WALL BEYOND CONCRETE RAMP PIPE DOLLAR Sheet Title. SITE DETAILS INNDtIOR FIN FLRi Date: 05 15 2019 p(t3t.D') ----- -------------- MAX SLOPE:57 Design: a' ---- 2,_D., o ------- Drawn: ,� T.O.GRADE TO DOCK —— �'_0'(1270') Project No: 6-056 +/—53'-0" PANEL Approved: JOINT,PER STRUCTURAL. s WEEP HOLE TYP.AT 4'-O' O.C. Building N0: 9 48n-HIGH DRIVE UP RAMP Sheet No: AO.3 1/4" COPYRIGHT CRAFT ARCHITECTS 2018 2 3 4 s s 7 GENERAL NOTES: �/ 300'-0" OVERALL 1. ALL WALLS TO BE TILT-UP CONC PANEL,U.O.N. GAYTE VV,A,A 50'-0" 50'-0" 50'-0" 50'-0" 50'-0" 50'-0" 2. DOOR SYMBOL KEY:O SEE A6.1 FOR DOOR SCHEDULE BUSINESS PARK 3. ELECTRICAL DESIGN BUILD TO MEET WSEC 1513 1 1 1 1 I 1 4 PJ=PANEL JOINT,SEE DETAIL 1/A8.1 LLC EQ EQ EQ EQ EQ EQ 5. PARTITION TYPE❑X SEE SHEET A6.1 LEGEND: NELSON 3 4 3 6 R0. LOCATION OF UNDERSLAB VAPOR BARRIER Nelco Architecture,Inc. 2 _ n- ° ..� � � � � � � � � � � � � � a licensed affiliate of Nelson Worldwide,LLC 5 It El 1 5 _ A PLATFORM ABOVE 15'-0"AFT 126 127 126 I e ELECT. 1200 Fifth Avenue ROOM I Suite 1300 201 Seattle,WA 98101 KEY NOTES: O 206.408.8500 phone 1. PAINTED TILT-UP CONCRETE PANEL,PAINTEXTERIOR PER EXTERIOR ELEVATIONS, TYR.PAINT INTERIOR OF PANELS WHITE. V-Ab www-N ELSONonline-com 2. REINFORCED CONCRETE SLAB,TYP.SEE STRUCTURAL. FIRE SPRINKLER 3. GRAY PRIMED TUBE STEEL COLUMN,TYR.SEE STRUCTURAL.PAINT COLUMN SAFETY ROOM 129 YELLOW TO 12'AFF. I 4. NOT USED 13'.4 p e c 5. SCUPPER WITH DOWNSPOUT PER EXTERIOR ELEVATIONS R 0 ° ° _ °e °° ° i n ° 6. UNDER-SLAB SANITARY SEWER LINE,SEE CIVIL FOR SIZE AND CONTINUATION.CAP AS REQUIRED t -5 7. LINE OF ROOF ABOVE °L °2° ° e5 c 2 I 8. ANODIZED ALUMINUM STOREFRONT SYSTEM PER EXTERIOR ELEVATIONS _ _ _ ° ° °_ I ° ° ° ° ° _ _ _ 9. ELECTRICAL PANELS PER DESIGN/BUILD ELECTRICAL J PJ J PJ ° J PJ J Pi J B 10. FIRE SPRINKLER RISER LOCATION INTO BUILDING,SEE CIVIL w I10 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 11. ACCESS LADDER TO PLATFORM ABOVE,SEE DETAIL 17/A8.1 12. ACCESS LADDER TO ROOF,SEE DETAIL 17/48.1 m Z Q 13. ROOF ACCESS HATCH ABOVE,SEE ROOF PLAN AND DETAIL 16/A8T Q 5 0 14. SLOPE CONCRETE FLOOR AT 1/4° PER FOOT TO FLOOR DRAIN,COORDINATE j I 3 A2.2 WITH DESIGN/BUILD CONTRACTOR FOR LOCATION. 15. NOT USED Q Z 5 16. NOT USED - 17. LINE of CANOPY ABOVE,SEE ROOF PLAN w Q 2 0 - 18. FLOOR DRAIN,COORDINATE LOCATION WITH DESIGN/BUILD CONTRACTOR. 19. 3-HR RATED OPENING-PROVIDE FIRE-RATED GLAZING AND FRAME. j (0 Z U-) J M O Q 04 I I I I I 5 5 o v CONSULTANT 0 1 I I I I 3 TYE. I I I I I 5 WAREHOUSE 5 MSN wmatir 100 nrl as 3177 ooucL~ss e �1{I/IN Y'.1NIIW.MN -I O Submittals/Revisions: 05 15 2019 BUILDING PERMIT - �- - - - A2.2 - - - - - s N I I I 19 I a a I I 2 A.2 I O I m5 mo 19 SJ 1 104 - 101 1 5J Pi F Fj PJ PJ PJ PJ Pi Pi Pi Sheet Title: FLOOR PLAN a SIM.OPP. A22 3 4" 3•_6" 3• $ .0. R.. Date: 05 15 2019 Design: Drawn: Project No: 16-056 S Approved: Building No: E FLOOR PLAN N � 1/1s"= t'-G" Sheet No: A2e1 COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: �/ 1. ALL WALLS TO BE TILT-UP CONIC PANEL,U.O.N. GAYTE VV,A,A \7�/ \7�J \❑°J \7/ 2. DOOR SYMBOL KEY:O SEE A6.1 FOR DOOR SCHEDULE BUSINESS PARK 50'-0" 50'-0" 50'-0" 3. ELECTRICAL DESIGN BUILD TO MEET WSEC 1513 LLC 4. PJ=PANEL JOINT,SEE DETAIL 1/A8.1 ° 5. PARTITION TYPE g SEE SHEET A6.1 ❑ 18'-2" 3'_6' 6'-4 5'- 6' 4. ° R.O. R.O. p R. LEGEND: NELSON 1 A° Nelco Architecture,Inc. LOCATION OF UNDERSLAB VAPOR BARRIER ELECT. a licensed affiliate of Nelson Worldwide,LLC ■ ° ° ° ° - ° ° ROOM PLATFORM ABOVE 15'-p"AFT `' �, 201 I c h' I \'C`C is 1200 Fifth Avenue ° ° ° - 2 Suite 1300 IF KEY NOTES: O Seattle,WA 98101 206.408.8500 phone °° \ 1. PAINTED TILT UP CONCRETE PANEL PAINT EXTERIOR PER EXTERIOR ELEVATIONS, ° ° °. °� ° ❑ L TYR PAINT INTERIOR OF PANELS WHITE -NELSONonline.com ° 1 1 2. REINFORCED CONCRETE SLAB,TYR.SEE STRUCTURAL. ° II 3. GRAY PRIMED TUBE STEEL COLUMN,TYR.SEE STRUCTURAL.PAINT COLUMN SAFETY YELLOW TO 12'AFF. I/ 4 4. NOT USED ° ° Z °° a ° ° ° Z -i 5. SCUPPER WITH DOWNSPOUT PER EXTERIOR ELEVATIONS a ° - ° ° ° ° 6. UNDER-SLAB SANITARY SEWER LINE,SEE CIVIL FOR SIZE AND CONTINUATION.CAP AS REQUIRED 7. LINE OF ROOF ABOVE 8. ANODIZED ALUMINUM STOREFRONT SYSTEM PER EXTERIOR ELEVATIONS 77 9. ELECTRICAL PANELS PER DESIGN/BUILD ELECTRICAL 10. FIRE SPRINKLER RISER LOCATION INTO BUILDING,SEE CIVIL w ACCESS LADDER TO PLATFORM ABOVE,SEE DETAIL 17/A8.1 Z 12. ACCESS LADDER TO ROOF,SEE DETAIL 11/18.1 > m Q 1°.. ° ° 5 13. ROOF ACCESS HATCH ABOVE,SEE ROOF PLAN AND DETAIL 16/A8A w Z ° "i 14. SLOPE CONCRETE FLOOR AT 1/4" PER FOOT TO FLOOR DRAIN,COORDINATE > ° ° - WITH DESIGN/BUILD CONTRACTOR FOR LOCATION. !vim 25'°0'• ° 25'-0 ° 25'-0' 25'-0" a /�J 6 15. NOT USED ' Q Z L WITH MAN DOOR AND DOCI�DOOR ttPICAL PANEL°WITH DDCK ORS TYPICAL PANEL WITH MAN DR.+. RIVE Al DR.° 16. NOT USED G T O �° 1'-9" 1'9" ° 1'-9" -9• 1'-9• g 1 17. LINE OF CANOPY ABOVE,SEE ROOF PLAN w Q 2 9'-2" 9'�0" 9'-Or ° 3'-6" 9'-0" p 94 0" 3'-6" -Or 3''bD° 12'-0" ° 3'-"3'-a 3'-6" 18. FLOOR DRAIN,COORDINATE LOCATION WITH DESIGN/BUILD CONTRACTOR. ° 19. 3-HR RATED OPENING-PROVIDE FIRE-RATED GLAZING AND FRAME. R 0 R.O. R.O. R.O. R.O. ° R.O. R.O. 6 J 0 Z ° ° 0 5@ J Pi FJ Pi Pi N n ENLARGED PLAN CONSULTANT ❑ Q 7 so-o" - OE p E 3 I I 4 b M59 6 MI'Gltil' '! Il t'1 I I I 5 S �1{IrIN Y'.1NIIW.MN PJ � 1 i I I 819 I i 5 Submittals/Revisions: 05 15 2019 BUILDING PERMIT a I I Pi t � 819 b I 8 Pi F pJ I" , jp, _ F p ° Sheet Title: ENLARGED FLOOR a PJ PJ a ° 6 5 ° PLANS i EQ EQ `O JEl EQ `� ° 6�7 EQ' ° EQ 17 Date: Pi s' a p ps-a s'-a' 05 15 2019 ° a76 R.O.° ° vDesign: 3'-6' 8' 0" 3' 6 3'-6" �71 '-0" 3'- •. 12'_" ° 3'-6' 3' 6" 8' 0" ° '-6" ° 3'-6" 2'-C' 3 6" 3'-6' 3'-6" °13'-6"�. °20'-9° 1'-9 20'-9" ° 1 '-0" <7 1 '-6" g•_p^ Drawn: Project No: 16-056 S Approved: E n ENLARGED PLAN N n ENLARGED PLAN Building No: Sheet No: A 2.2 a COPYRIGHT CRAFT ARCHITECTS 2018 1 GENERAL NOTES: ,. No CONDUIT ON ROOF GAYTEWAY 2. PCCOMPONENTS OF FOR THE ROOF DRAINAGE SYSTEM SHALL BE SIZED BASER BUSINESS PARK ON A STORM OF 60 MINUTES DURATION AND 100 YEAR RETURN PERIOD PER 1.11 9 8 3. ALL ROOF MATERIALS SHALL COMPLY W/THE STANDARDS AS SPECIFIED IN LLC - 1 TABLE 1507.10.2 of THE 2015 IBC AND SHALL HAVE A FIRE CLASSIFICATION "C' PER TABLE 1505.1 OF THE 2009 IBC 4. ALL ROOF DRAINS SHALL COMPLY WITH UPC 1101.11. ALL STORM DRAINS 3"TYP. � SHALL PROVIDE CLEAN OUTS IN CONFORMANCE WITH UPC 1101.12. 18'-0" NELSON n ENLARGED CANOPY PLAN KEY NOTES: O Nelcensed Architecture,fN. N G a licensed affiliate of Nelson Worldwide,LLC 1. TPO ROOFING MEMBRANE,45 MIL.,COLOR:WHITE,TYP. 2. TYPICAL 4T X 96" SKYLIGHT CENTERED BOTH DIRECTIONS WITHIN STRUCTURAL BAY ONO,PROVIDE CRICKETS AS REQUIRED,TYP.,SEE DETAIL 15/A8.1. 1 2 3 4 $ 6 3. PARAPET WITH METAL COPING,PER EXTERIOR ELEVATIONS,SEE DETAIL 12/A8.1. 1200 Fifth Avenue 300'-0" OVERALL 4. METAL COPING PER EXTERIOR ELEVATIONS,TYP. Suite 1300 5. SCUPPER WITH DOWNSPOUT,TYP.,SEE EXTERIOR ELEVATIONS Seattle,WA 98101 6. 4T X 48" ROOF ACCESS HATCH PER DETAIL 16/A8.1 50'-0" 50'-O' 50'-0" 50'-0" 50'-0" 50'-0" 7. PRE-PRIMED STEEL CANOPY WITH TIE RODS,PER STRUCTURAL.SEE EXTERIOR 206.408.8500 phone ELEVATIONS FOR PAINT COLOR. 8. STEEL DECK PER STRUCTURAL,PAINT TO MATCH.SEE EXTERIOR ELEVATIONS A FOR PAINT COLOR.SLOPE AT a PER 1-Or TOWARD GUTTER. wmrmi-N ELSONonline-com 9. SHEET METAL GUTTER,PAINT To MATCH ADJACENT CANOPY STRUCTURE.SLOPE TOWARD DOWNSPOUT. 10. SURFACE MOUNTED LIGHT,CENTER IN CANOPY.SEE DETAIL 10/A8.1. 11. S' DIAMETER DOWNSPOUT,SEE ELEVATIONS. I I I c W Z Q T w 1 � zaz 0 w = � j (O Z 1 Q Ln _j Q k �° b N } I I I I I } CONSULTANT ! I I I I I o 1v � � o t �y 41" ce Pc,� h a / V I RIDGE LINEI M54 Mll atil '! _ — — — _ — D Ilc'1 0 �oQ� F9i 2+ .I Submittals/Revisions: 2 5 05 15 2019 BUILDING PERMIT EQ EQ L EQ EQ 22'-6" TYP TYP TYP TYP o� 413 3 4 Sheet Title: ROOF PLAN a o - - Date: 05 15 2019 Design: 4 4 Drawn: 3 — — — — Project No: 16-056 A2.5 3 3 A2.5 BIM.OPP. Approved: Building No: n ROOF PLAN w N I 1/1s"= 1'-0" Sheet No: A2.5 COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: (�A �/ 1. +INDICATES TEMPERED,INSULATED GLAZING,TYR. G ' `TEWpA I �/7 8 2 5 4 3 3 2 1 2. ALL FIXED INSULATED GLAZING SHALL BE CERTIFIED&LABELED WITH ITS MAX. BUSINESS PARK A4.1 A4.1 U-FACTOR OF&SOLAR HEAT GAIN COEFFICIENT BY AN INDEPENDENT AGENCY BUSINESS LICENSED BY THE NFRC,IN COMPLIANCE WITH THE VALUES LISTED ON SHEET CS. 300'-0" OVERALL 4. PROVIDE AND COOORDINATE INT "KNOXBOX:LOCATION WITH FIRE DEPARTMENT AND LLC ARCHITECT PRIOR TO INSTALL 50'-0" 50'-0" - - 50'-0" 50'-0" - 5. ALL VERTICAL DIMENSIONS ARE FROM FINISHED FLOOR,U.N.O. 6. CHANGE IN PAINT COLOR OCCURS AT BACK OF REVEAL,TYR.U.N.O. 10 PJ R1 Pi FJ 'J Pi 'J Pi C- / % 10 E T.O. 28 PAOR"A(69A0 NELSON 2 �� ] 2 7 7 ] --- EXTERIOR MATERIALS LEGEND: Nelco Architecture,Inc. 2 13 1 13 a licensed affiliate of Nelson Worldwide,LLC �Am 2 PAINT-PT1 C O � 9 15 � � � MATERIAL: PAINT TILT-UP PANELf9 c n o s 5PRIMMER 5 �� F1 SPEC: BENJAMIN MOORE-BALTIC GREY#1467 2 5 5 5 1200 Fifth Avenue _ T.O.FINISHED FLOOR Suite 1300 Y1 EL:0'-0" (131.0') PAINT-PT2 Seattle,WA 98101 MATERIAL:CONCRETE TILT-UP PANEL _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ E.0 GRADED„T�1270 8 .0') SPECH FINIS PAINT 206.408.8500 phone BENJAMIN MOORE-GUNMETAL((1602 - - www.N ELSONonline.com PAINT- O EAST ELEVATION - MAPAINT TERIAL PCOCRETE TILT-UP PANEL SPEC: BENJAMIN MOORE-CHEATING HEART#1617 CMU-CMU1 MATERIAL:CONCRETE TILT-UP PANEL 1 2 2 3 4 1 5 8 3 7 FINISH: CONCRETE MASONRY VENEER A4.2 A4.1 A4.2 SPEC: MUTUAL MATERIALS-COAL CREEK 300'-0" OVERALL W >- M Z Q 50-O' 50-0" 50'-0" 50'-0" 50-0" 50-0" T.O.PARAPET AFT KEY NOTES' ® Q C ) PJ Ir, pJ 10 JI Pi 0 PJ 2 EL:32'-0 (163.0') Z Q Z 1. TILT UP CONCRETE PANEL(PAINT FINISH),TYP. 10 pi 6 10 PJ _T.O. PARAPET AFF 2. PANEL REVEAL,TYP. SEE DETAILS 3/A8.1 AND 4/A8.1 Z EL 28'-0" (159.0 3. ANODIZED ALUMINUM STOREFRONT SYSTEM,COLOR:CLEAR Q 7 p =_====`-- 4. ALUMINUM DOOR TO MATCH STOREFRONT SYSTEM,TYP.SEE DOOR SCHEDULE -- 3 --- 1 2 2 3 5. HOLLOW METAL DOOR&FRAME,TYP.,PAINT TO MATCH EXISTING ADJACENT J (0 Z WAL 13 � 3 -- 2 _ 6. LINE OF ROOF BEYOND /� __ Q 12 7. EXTERIOR"WALL PACK"WALL MOUNTED LIGHT FIXTURE,TYP. /� O 8. EXTERIOR"SHOE BOX" WALL MOUNTED LIGHT FIXTURE,TYP. v 3 3 2 5 3 5 2 3 =--= 9. SURFACE MOUNTED EMERGENCY LIGHT FIXTURE AT EXIT DOOR,TYR. N 10. PRE-FINISHED METAL COPING,COLOR:PT-2 _ T.O.FINISHED FLOORHOH 11. PRE-FAB METAL STAIR AT TRUCK COURT,SEE SITE PLAN _ EL:0'-0" (131.01) 12. PRE-PRIMED METAL CANOPY:PAINT PER LEGEND - - - - - - - - - - - 13. PRE-FINISHED METAL SCUPPER:PAINT SCUPPER&PVC DOWNSPOUT PER 2 18 4 23 LEGEND,SEE DETAIL 11/A8.1,TYP.TIGHT-LINE DOWNSPOUT TO STORM 4 � 4 LINE,REFER TO CIVIL DRAWINGS.PROVIDE DOWNSPOUT PROTECTORS AT TRUCK COURT LOCATIONS ONLY,SEE DETAIL 8/A8.1 O WEST ELEVATION 14. EXTERIOR WALL MOUNTED DRIVE-IN E 5 5. SECTIONAL OVERHEAD DRIVE-IN DOOR(INSULATED),PRE-PRIMED,PAINT PER LEGEND,TYP. 1/16" = 1'-0" 16. SECTIONAL OVERHEAD DOCK HIGH DOOR(INSULATED)WITH BUMPERS AND DOCK SEAL,PRE-PRIMED,PAINT PER LEGEND,TYP. 17. 3-HR RATED GLAZING FRAME:FIRELITE NT,FIRE GLASS FRAME,COLOR: CONSULTANT CLEAR ALUMINUM TO MATCH TYPICAL PROJECT STOREFRONT SYSTEM. 18. FOOTINGS PER STRUCTURAL F I E D C B A 19. NOT USED A42 20. NOT USED 21. CONCRETE TILT UP RETAINING WALL,SEE SITE PLAN 22. FORM LINER:MANUFACTURER-TIED 245'-0"OVERALL 23. SURFACE MOUNTED LIGHT FIXTURE CENTERED UNDERSIDE OF CANOPY 50'-0" OVERALL 45'-0" 50'-0" 50'-0" 50'-0" 50'-0" ' f T.O.PARAPET AFF 10 PJ - - - - - - - - - - _ EL:32'-0"7163.0' 6 PJ 10 __ T.O. PARAPET AFF 1 PJ 10 PI 6 - P = _ _ PJ PJ T.O. PARAPET AFF EL:28'-0" (159.0') EL:28'-0" (159.0') 2 Mll atil rS 2 13 13 I 13 2 13 I�OIMiAB 2 O I �1{I/IN Y:.I:IIIW.MN 2 2> 41% 21 2 17 T.O.FINISHED FLOOR _ T.O.FINISHED FLOOR _ EL:0'-0" (131.0') EL:O'-0" (131.0') T.0 GRADE TO DOCK 18 Submittals/Revisions: IG - EL-4'-, 127.0 2 05 15 2019 BUILDING PERMIT SOUTH ELEVATION SOUTH ELEVATION A B A B C D 4 E F ACC 245'-0"OVERALL o 50'-0" OVERALL 50'-0" 50'-0" 50'-0" 50'-0" 45'-0" T.O.PARAPET AFF Sheet Title: EXTERIOR ELEVATIONS Ed PJ 10 - EL 32'-O'�(163.0' a° > Pi <1, T.O. PARAPE�T AFF Pi 10 FL 0 -J J p,l J 10 pi I_ T.O. PARAPET A EL:28'-0' (15s.0')Y - EL:za'-o" (15s Date: 05 15 2019 2 Design: 3 2 Drawn: 2 J 13 3 3 l 2oft Project No: 6-056 O 2 13LIU 2 21 _T.O.FINISHED FLOOR 5 _ T.O.FINISHED FLOOR Approved: EL 0'-0" (131.0') EL:0'-0` (131.0') T.0 GRADE TO DOCK 18 Building Na: NORTH ELEVATION L-4'-0 ,27.D' , NORTH ELEVATION Sheet No: A3.1 COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: GA^ p `TEWAY �/ 1. ALL INSULATION SHALL BE PER THE COVERSHEET AND THE WSEC. BUSINESS PARK 2. ANY FUTURE INSTALLED EXPOSED INSULATION AND FACING SHALL CONFORM TO IBC SECTION 720 Q Q Q LLC GRID _ - 14 A8.1 KEY NOTES: 0 NELSON - I 1. STRUCTURAL FILL PER GEOTECHNICAL REPORT AND STRUCTURAL DRAWINGS. Nelco Architecture,Inc. I© 8 2. CONCRETE FOOTING PER STRUCTURAL. a licensed affiliate of Nelson Worldwide,LLC 3. CONCRErE WALK,SLOPE AWAY FROM BUILDING AT 1:48 AT LANDINGS. 4. CONCRETE SLAB PER STRUCTURAL. `- 5. CONCRETE TILT UP WALL PANELS.PER STRUCTURAL,PAINT PER EXTERIOR a r ELEVATIONS. 6. EXTEND TPO ROonNG UP OVER PANEL AND UNDER METAL COPING,AT 12 5 PARAPETS PER MANUFACTURERS RECOMMENDATIONS,WHERE PARAPETEXCEEDS RECOMMENDED HEIGHT,INSTALL TERMINATION BAR AS REQUIRED. 1200 Fifth Avenue P 7. REVEAL,IYP.SEE DETAIL 3/A8.1 Suite 1300 12 13 13 12 r T I 13 12 13 12 - 8. 2X WOOD NAILER,PER STRUCTURAL. Seattle,WA 98101 14 8 114 g 14 8 14 _ 9. ALUMINUM STOREFRONT SYSTEM-SEE EXTERIOR ELEVATIONS. 11 11 11 - 10. STEEL JOIST PER STRUCTURAL. 206.408.8500 phone 17 I 11. METAL COPING,PER EXTERIOR ELEVATIONS. 17 17 12. WOOD DECK,PER STRUCTURAL. www-NELSONonline-com 13. RIGID INSULATION,PER COVERSHEET. 27 � 27 16 14. TPO ROOFING SYSTEM,PER ROOF PLAN. 27 16 ° 7 I 16 16 ;. 15. VAPOR BARRIER WITH 4"SAND AT FUTURE OFFICE AREAS ONLY,AS NOTED ON FLOOR PLANS. _ 16. CONTINUOUS STEEL ANGLE LEDGER PER STRUCTURAL. 17. OVERFLOW SCUPPER BEYOND,SEE EXTERIOR ELEVATIONS. 18. CONCRETE FORM LINER. Y i 19. CONCRErE TRUCK COURT. 10 10 10 11 20. CONCRETE PAD PER STRUCTURAL. 10 _ _ _ _ A8 1 21. BRICK VENEER. - - 22, SECTIONAL INSULATED O/H DOOR _ 4'-0" 6'-0' I 23. DOCK BUMPER W 24. 3/8"BENT PLATE"T'GUARD,TO 3'-6"AFF. Z 7 6 7 7 26. STEEL ANGLE TO AFF,SEE STRUCTURAL. Q - - I 26 HIM FRAME AND DOOR,OOR,PAINT PER ELEVATIONS. W 1 27. 2X WOOD PURLIN,PER STRUCTURAL 28. DOCK SEALS. 29, STEEL CANOPY,PER STRUCTURAL-PAINT PER EXTERIOR ELEVATIONS 7 Q O 2>1 J co z � m o I 9 N b 8: b - i .2 A611 3 SIM CONSULTANT 22 22 21 28> I 13 I A6.2 - SIM Ii I 1DI59 ` l` Mll atil ' Il t'1 rs �6 I .o Submittals/Revisions: 9 - � b 05 15 2019 BUILDING PERMIT s 2s 2a a I I 4 a a 20 1 4 <^3> TI-YT rr1'rrrr - 23 ri=i7 r-=1'r` _ _ _ _ = nt trr-irr r=rrr -III III-III III III-III III-III-III III-III III-III-IIIL=III 1 II1 =1 =1 =11 =11 I IIIIIIIII1I III1 YIIIIII=III=1 1IIII ITI I11I =III=III=1I1=1I II=III=III=III=III=1 III-1I-1I-1I-1I -I I1I =III III 1I-1' Sheet Title: WALL SECTIONS III-III III=III III .. o III-III-III III IF I=111= -III III-III-III=1 I _ I IN III I I-III III-III-I I' II I-1 I III-1 I 1 I -1 I III 1 I 1 I 1 I 1 I 1 I 1 I it I'' II =1 III =1 -III 1= 1=1I 1=1 1=1 .: 1=1 I _=1 -I 1=1 1=I 1 III-III-III-I1 I_I III1 11 II 11 l 1 11 11 III-III =III IIIII lllilllllilllllil-nl lil-Iil Illllllllilllllllllllillll -111, Illli lllli -hi-Il lllli lllli llllilllllilllllilllllillllli lull lllli lllli lllli lllli lll-I" Date:I �-III III-III-III III-III-III-I�• -III-III-III-III 05 15 2D19 3 =III-II II-III '-1II III=1I � I I III=1 I I III 19 DrDesiawn: Project a IIII11=III=11-° IIIIIIIIIII III III=III III=III III=III= Project No: 16-056 � II III=1 �=III III-III=III =III -III=III=III=III-1 Approved: -- ---III-III-III-III_ PP Building No: E N O^ WALL SECTION AT ENTRYO� WALL SECTION AT DOCK DR On WALL SECTION AT OVERHEAD DR O WALL SECTION AT ENTRY Sheet No: `� 1/2' = 1'-0' 7 01, = I,-Y' n 1/2" = 1'-Q" 1/2' = r'-Q" COPYRIGHT CRAFT ARCHITECTS 2018 GENERAL NOTES: GA^ p `TEWAY �/ 1. ALL INSULATION SHALL BE PER THE COVERSHEET AND THE WSEC. BUSINESS PARK 2. ANY FUTURE INSTALLED EXPOSED INSULATION AND FACING SHALL CONFORM TO IBC SECTION 720 LLC - n 4 GPoD IY A8.1 `IT 8 P e KEYNOTES: 0 NELSON 11 I 11 1. STRUCTURAL FILL PER GEOTECHNICAL REPORT AND STRUCTURAL DRAWINGS. Nelco Architecture,Inc. 2. CONCRETE FOOTING PER STRUCTURAL. a licensed affiliate of Nelson Worldwide,LLC 6 3. CONCRETE WALK,SLOPE AWAY FROM BUILDING AT 1:48 AT LANDINGS. 4. CONCRETE SLAB PER STRUCTURAL. 5. CONCRETE TILT UP WALL PANELS.PER STRUCTURAL,PAINT PER EXTERIOR ELEVATIONS. A8 1 6. EXTEND TPO ROonNG UP OVER PANEL AND UNDER METAL COPING,AT a r c n secs s 12 PARAPETS PER MANUFACTURERS RECOMMENDATIONS,WHERE PARAPET EXCEEDS RECOMMENDED HEIGHT,INSTALL TERMINATION BAR AS REQUIRED. 6�-O" 1200 Fifth Avenue Ir 7. REVEAL,1YP.SEE DETAIL 3/A8.1 Suite 1300 13 T P 13 12 8. 2X WOOD NAILER,PER STRUCTURAL. Seattle,WA 98101 Iq 12 1< 12 14 9. ALUMINUM STOREFRONT SYSTEM-SEE EXTERIOR ELEVATIONS. 11 I I 10. STEEL JOIST PER STRUCTURAL. 11. METAL COPING,PER EXTERIOR ELEVATIONS. 206.408.8500 phone II 12. WOOD DECK,PER STRUCTURAL. www-N ELSONonline.com 13. RIGIO INSULATION,PER COVERSHEET. 16 27 16 14. TPO ROOFING SYSTEM,PER ROOF PLAN. 27 ` - I 16 27 15. VAPOR BARRIER WITH 4"SAND AT FUTURE OFFICE AREAS ONLY,AS NOTED ON FLOOR PLANS. 21 _ 16. CONTINUOUS STEEL ANGLE LEDGER PER STRUCTURAL. 17. OVERFLOW SCUPPER BEYOND,SEE EXTERIOR ELEVATIONS. 18. CONCRETE FORM LINER. _ 1g 19. CONCRETE TRUCK COURT. L::t 10 10 1 3 5 211. BRICK 20. RErE VENEER.PAD PER STRUCTURAL. 22, SECTIONAL INSULATED O/H DOOR A6.2 YP 23. DOCK BUMPER w 24. S3/8"TEE BENT PLATE'T'GUARD,TO STRUCTURAL. AFF. M Z _ 7 25. STEEL ANGLE TO 4'-0"AFF,SEE STRUCTURAL. 26. HM FRAME AND DOOR,PAINT PER ELEVATIONS. w 27. 2X WOOD PURUN,PER STRUCTURAL 28. DOCK SEALS. 29, STEEL CANOPY,PER STRUCTURAL-PAINT PER EXTERIOR ELEVATIONS 7 Q O w L_ _ -1 ol 0o z J 9 � msa 9 N b 11 o I 3 Ty A6.2 CONSULTANT g _ 21 J TYP A8.1 - - 29 I I I I I I M59 ` Mll atil Il t'1 21 I MS aeie, giw.mn I = b y e y Submittals/Revisions: 5 a o 05 15 2019 BUILDING PERMIT I I O D I <4> 3 4 4 _ -III II I- II III-II - -I rn=rr rn 11r--11 III-III III-III III III- =rrr 4r -rn -rn -rii'. - III- -III III- I I I- III - III 1=1 1=1 III III-III III-I ` 1 =1 1=1 III III-I I-III-III- Sheet Title: III III III-III III-III III-III-IIIIII-II' III III-III III EMT -III III-III III a -III III-III III-III WALL SECTIONS - '=I I III-III III-I 11=1 I I-I III III-I 11=1 11- i I I I 1=1 I I I I 1=1 ' III I I 1=1 I I I I 1 'I I I I_I 11=1 I I ° -III III I I 1=1 I I I 11= Ali III=III=III_I11=III_III�-III_I11=III- III_I11=III=III •' III-III III- 'II III-III III °°; 1=III III=III III=III Date: 05 15u 2019 Design: Drawn: Project No: 16-056 S Approved: Building No: E WALL SECTION AT STOREFRONT WALL SECTION AT WINDOWS WALL SECTION AT STOREFRONT Sheet No: A4.2 o O 1/2„ = 1,-0" O 1/2„ = 1,-0„ O 1/2° = 1'-or COPYRIGHT CRAFT ARCHITECTS 2018 FRAME TYPES DOOR SCHEDULE NOTES DOOR SCHEDULE 1. ALL DOOR HARDWARE SHALL BE FULLY ACCESSIBLE PER THE PROVISIONS OF ANSI A117.1 SECTION 404/T1.2. CD �` /'�/tC��//t�/ PER SCHEDULE 2. AT THE MAIN EXTERIOR DOOR,LOCKS&LATCHES SHALL BE PERMITTED IF THE LOCKING DEVICE IS READILY DISTINGUISHABLE OPENINGS AM EJ DETAILS l A E YY A I PER SCHEDULE AND A READILY VISIBLE DURABLE SIGN IS POSTED ON THE EGRESS SIDE ON OR ADJACENT TO THE DOOR STATING: "THIS �Il�lf DOOR To REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED'". THE SIGN SHALL BE IN LETTERS 1" HIGH ON A CONTRASTING BUSINESS PARK BACKGROUND DO&MEET REQUIREMENTS OF ,FULL FLUSH LOCKS&LATCHES HO . NO. TYPE W x H THK MATL_ GL INSUL HDW FIN TYPE MATL FIN HD JAMB SILL REMARKS 3. EXTERIOR DOORS TO BE STEEL,20 GAUGE,FULL FLUSH WITH FIBROUS HONEYCOMB CORE,BAKED ON PRIMER.EXTERIOR DOOR FRAMES TO BE STEEL, 18 GAUGE WITH 2°FACES AND 5/8"STOPS FORMED INTERNAL CORNERS MITERED,WELDED AND LLC 0 o GROUND SMOOTH,BAKED ON PRIMER,U.N.O.. 100 FG PAIR 3'-0" X 7'-C" 1 3/4" ALUM TIG - A CLEAR ANOD. 2 ALUM CLEAR ANOD. 10/A6.2 9/A6.2 8/A6.2 w w 4. ALL STOREFRONT ENTRY DOORS SHALL BE CERTIFIED&LABELED WITH ITS MAX.U-FACTOR&SOLAR HEAT GAIN COEFFICIENT v v BY AN INDEPENDENT AGENCY LICENSED BY THE NFRC,IN COMPLIANCE WITH THE VALUES LISTED ON SHEET CS. 101 F 3'-0" X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 - v1 5. DOORS OPENING INTO SEMI-HEATED SPACE,UNCONDITIONED SPACE OR To THE EXTERIOR TO COMPLY WITH VALUES LISTED ON 'PAIR 3-0' X T-0' 1 3 4 AM TIGLU SHEET CS. 102 FG - A CLEAR ANOD. 2 ALUM CLEAR ANOD. 1O/A6.2 9/A6.2 8/A6.2 NELSON 103 FG PAIR 3'-0' X 7'-0' 1 3/4" ALUM TIG - A CLEAR ANOD. 2 ALUM CLEAR ANOD. IO/A6.2 9/A6.2 8/A6.2 104 F 3'-0" X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 1 2 105 FG PAIR 3'-0" X 7'-0" 1 3/4" ALUM TIG - A CLEAR ANOD. 2 ALUM CLEAR ANOD. I O/A6.2 9/A6.2 8/A6.2 licensed affiliate Inc. aiceensseded a a 106 F 3'-0" X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 a lffiliate of Nelson Worldwide,LLC DOOR TYPES DOOR HARDWARE NOTES 107 F 3'-T X 7'-T 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 C■Rp�Au,�■■ PER DOOR SCHEDULE TYPE A: EXTERIOR PUSH/PULL BARS,CLOSER,DEAD BOLT WITH ADA 108 F 3'-0" X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 a r c n` `e c s S LEVER AND BUILDING SIGNAGE'THIS DOOR TO REMAIN OPEN 109 F 3'-O" X 7-O" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 DURING BUSINESS HOURS',WEATHER STRIPPING,&DROP SEAL 110 F 3'-0" X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 1200 Fifth Avenue PER DOOR SCHEDULE PER DOOR SCHEDULE TYPE B: SECTIONAL OVERHEAD DOOR HARDWARE,LATCH ABOVE TRACK Suite 1300 ,yam ,may w 111 S 12'-0" X 14'-0" - - - Y B PAINT = _ - 4/A6.2 3/A6.2 2/A6.2 PADLOCK CUSP®4'-0"AFF - - - - GUARD Seattle,WA 98101 112 S 9'-0"X 10'-0' Y B PAINT - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP®4'-T AFF J TYPE Q STOREROOM s LOCKSET,CLOSER,WEATHER STRIPING,DROP SEAL, 206.408.8500 phone 113 S 9-0"X 10-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CUSP®4'-T AFF LATCH GUARD&DRIP �i 114 S 9-0"X 10-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CUSP®4'-T AFF www.NELSONonline.com Np 115 S 9'-0"X 10'-0' - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP®4'-T AFF 0 116 S 9-0"X 10-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CUSP®4'-T AFF 117 S 9'-0"X 10'-0' - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP®4'-0"AFF w o FIG 118 F 3'-0" X 7'-0° 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 w a a 119 S 9-0" X 10-0' - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP®4'-0"AFF F(FLUSH) FG(FULL GLASS) S 120 S 9-0'" X 10-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CUSP®4'-O"ARE SECTIONAL 121 S 9-0'" X 10-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP®4'-0"AFF w 122 S 9-0'" X 10-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP®4'-T AFF m Z Q 123 S 9-0" X 10-0' - - - Y B PAINT - - - 4/A6.2 3/A6.2 1/A6.2 PADLOCK CLASP®4'-T AFF R w 124 S 12'-0" X 14'-0" - - - Y B PAINT - - - 4/A6.2 3/A6.2 2/A6.2 PADLOCK CLASP®4'-0"AFF C ) 125 F 3'-T X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 Vj Q O 126 F 3'-T X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 ! _ H 127 F PAIR 3'-0' X T-O" 1 3/4" HM - Y C PAINT 2 HM PAINT 7/A6.2 6/A6.2 5/A6.2 Q 128 F PAIR 3'-0" X 7'-0" 1 3/4" HM - Y C PAINT 2 HM PAINT 7/A6.2 6/A6.2 5/A6.2 Z 129 F 3'-T X T-Or 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 OPENING PROTECTIVE 3-HR FIRE RATING V` Lo J 130 F 3'-0" X T-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 OPENING PROTECTIVE 3-HR FIRE RATING ` 131 F 3'-O" X 7'-0" 1 3/4" HM - Y C PAINT 1 HM PAINT 7/A6.2 6/A6.2 5/A6.2 OPENING PROTECTIVE 3-HR FIRE RATING 0 m O Q N CONSULTANT M59 ` Mll atil GUARDRAIL MEETS LOAD nrl REQUIREMENTS OF IBC 1607.8 MS GOUGlA3 -CEILING PER GA FILE NUMBER 4503 -CEILING PER GA FILE NUMBER 4503 7 1/4- -WALL PER GA FILE NUMBER 1072 -WALL PER GA FILE NUMBER 1072 II COMPENSATION CHANNEL®ROOF DECK _ FIRE-RATED 3/4" PLYWOOD DECKING 0/6" CO MIN.GAP 16 GA.MTL.STUDS® 167 O.C.MAX COMPENSATION CHANNEL®ROOF DECK Submittals/Revisions: DEFLECTION(L/240) LOAD BEARING WALL RATING-4 HR,ILL DESIGN FIRE-RATED 3/4" PLYWOOD DECKING 0/6" 16 -�1/2 MIN.GAP D5 15 2019 BUILDING PERMIT N0. U919 GA.MTL STUDS®16' O.C.MAX DEFLECTION (L/240) PAINTED 5/8" GWB,OVER 8" x 1-5/8", 18 GA.MTL.STUDS®24" O.C.MAX PAINTED 5/8" GWB,OVER 8" x 1-5/8", 18 GA. DEFLECTION(L/240)TO MEET SSMA .;CONtREIE' MTL.STUDS®24" O.C.MAX DEFLECTION _ _ ,I INTERIOR NON-STRUCTURAL COMPOSITE TILT-UP - - TABLE PANEL (L/240)To MEET SEMI INTERIOR n WAREHOUSE NON-STRUCTURAL COMPOSITE TABLE 2 LAYERS 51T TYP X" GWB CEILING, i+ PAINT FINISH.MAINTAIN 1HR.FIRE RATING AT PUMP RM. WAREHOUSE „�, PAINTED 5/8" GWB,OVER 5' MTL. 2 LAYERS 5 8"TYPE"X' GWB CEILING, ELEC FIRE PUMP STUDS®24" O.C.MAX DEFLECTION ELEC WAREHOUSE Z (1/240)BRACED® 11' PAINT FINISH.MAINTAIN 1HR.FIRE STEEL STUD $ RATING AT PUMP ROOM ASSOCIATIONS MANUFACTURERS AFF PER SMA) MTL STUD RUNNER ATTACHED TO GONG. MTL STUD RUNNER ATTACHED TO GONG.SLAB FIRE PUMP MTL STUD RUNNER ATTACHED TO TOP OF TILT UP SLAB W/5/32" DIA.LOW-VELOCITY W/5/32" DIA.LOW-VELOCITY POWER-DRIVEN CONCRETE PANEL W/5/37' DIA.LOW-VELOCITY POWER-DRIVEN FASTENER W/1 1/4" FASTENER W/1 1/4" PENETRATION MIN.PER POWER-DRIVEN FASTENER W/1 1/4' PENETRATION MIN.PER STUD STUD MANUFACTURER'S RECOMMENDATIONS. Sheet Title. DOOR SCHEDULE PENETRATION MIN.PER STUD MANUFACTURER'S RECOMMENDATIONS W/FIRESAFING. MANUFACTURER'S RECOMMENDATIONS. 4 HR CONCRETE TILT-UP WALL 4 1 HR RATED PARTITION 3 WALL/CEILING PARTITION 2 FULL HEIGHT PARTITION 1 Date: 05 15 2019 Design: Drawn: Project No: 16-056 S Approved: Building No: E Sheet No: A6.1 a COPYRIGHT CRAFT ARCHITECTS 2018 ° DOCK SEAL,WHERE GAYTEWAY ° OCCUR BACKER ROD AND SEALANT FRAME BEYOND ° BUSINESS PARK BOTH SIDES Al ENTRANCE 'a. � WNEL CONCRETE KAWNEER 451-T OR EQUAL ALL LLC °d STOREFRONT SYSTEM GLAZING PER ELEVATIONS AL THRESHOLD SET IN BED OF DOOR SWEEP DRIP MASTIC-BEVEL EDGES®1 VERT:2 HORIZ W/MAX EDGE NELSON X[ WALL TYPE AS SCHEDULED % GL METAL ANGLE HEIGHT OF 1/4" STEEL RUNNER 1 TYP JOINT FILLER Nelco Architecture,Inc. BACKER ROD AND SEALANT 2 3/4 a licensed affiliate of Nelson Worldwide,LLC BOTH SIDES a - INSULATED SECTIONAL DOOR ON TIMELY STEEL FRAME ° ° °- - 3" HEAVY-DUTY TRACK AT DRIVE CONC TILT-UP WALL PANEL °, °a- LLJIN DOORS AND 2"TRACK AT ,•'^(�j\v, ,• DOCK DOORS °n' `°C t° DOOR SILENCERS OR SMOKE SEAL III—III III—I III—III III—III—III— DOOR TRACK Suit Fifth Avenue DOOR AS SCHEDULED °° ° Suite e,W III-III -III III-III III-III Seattle,WA 96109 206.408.8500 phone 16 INT. DOOR HEAD (*WINDOW JAMB ®ALUMINUM STOREFRONT SILL ®SECTIONAL DOOR HEAD w NELSONonline.com GL6 GONG TILT-UP WALL PANEL DOCK SEAL,WHERE OCCUR W GONG TILT-UP WALL PANEL Z Q GLAZING PER ELEVATIONS - 8°. LEAD EXP BOLT Q R j 8 RAIN DRIP II 5/8" V _ 1" TYP KAWNEER 451-T OR EQUAL Z X LL TYPE AS SCHEDULED STOREFRONT SYSTEM T O HM DOOR FRAME CAST INTO PANEL STL ANGLE PER w 2 STRUCTURAL Q 8 20 GA.STEEL STUD DIM t POINFILL VOID®CHAMFER W/ J � Z JAMB ANCHOR CLIP SUBIIIFIF END DAM SET IN BED SEALANT LO JHM DOOR TIMELY STEEL FRAME 3/8" BENT PLATE.PAINTMDOOR SILENCERS SAFETY YELLOW v WOR SMOKE SEAL GONG TILT-UP WALL PANEL N WEATHER SEAL INSULATED SECTIONAL DOOR DOOR AS SCHEDULED ON S' HEAVY DUTY TRACK 3 q° AT DRIVE IN DOORS AND 2" 2 3/4" TRACK AT DOCK DOORS INT OR JAMB 11 WINDOW SILL VYP. HM DOOR HEAD O SECTIONAL DOOR JAMB DOOR CONSULTANT A FLOOR FINISH MATL SAME ON BOTH SIDES CARPET OVER PAD.IF CARPET TILE OF OPENING GLAZING TRACK BEYOND (1/4")OR WALK-OFF MAT(5/8") Q DOOR AND TRIM FLOAT FLOOR AS REQUIRED FOR CONCRETE TILT-UP WALL PANEL LEVEL TRANSITION-REFER ALSO TO GENERAL NOTES AL WINDOW SECTIONAL DOOR SYSTEM - (PAINTED) RESILIENT FLOOR MATERIAL DOOR _ DIM DOOR POIM j jl 3/8"x1-1/2 BRUSHED ALUM. WALL BEYOND O DOOR TO MATCH �`TRANSITION STRIP O ANGLE SECURED TO SLAB AL. I CPT REDUCER STRIP I WINDOW SYSTEM � TO MATCH RUBBER BASE a D DOOR AND TRIM TILE Q DOOR AND TRIM CARPET/CARPET TILE HM DOOR FRAME,CAST INTO CONCRETE M54 wmatir PANEL CONCRETE SLAB OR a° CONCRETE SLAB RESILIENT FLOOR MATERIAL _ MS DOOR DOOR HM DOOR nele, grw�mn — U TRANSITION STRIP CPT II TRANSITION STRIP _ O REDUCER STRIP O j —I TO MATCH RUBBER BASE DOOR THRESHOLD BELOW Q DOOR AND TRIM�i CARPET/CARPET TILE q-DOOR AND TRIM�i TILE 3 4 Su bmitto Is/Rev isions: SILL/FLOOR TRANSITION O ALUM. STOREFRONT HEAD TYP. HM DOOR JAMB O SILL � O.H. DOOR 05 15 2019 BUILDING PERMIT 10 6 GL HM DOOR ALUM ENTRANCE DOOR SECTIONAL DOOR THRESHOLD KAWNEER 451-T WINDOW SYSTEM OR EQUAL GLAZING PER ELEVATIONS \ x3 HM DOOR FRAME BEYOND r 3" "GALV.ANGLE W/ o ° GONG WALL DOOR SWEEP °� ° a u% 1/2"ANCHORS AT °a. 4'-0"OC FULL WIDTH a BACKER ROD AND SEALANT BOTH AL THRESHOLD SET IN BED OF ° OF OPENING Sheet Title: DOOR AND WINDOW Soo SIDES MASTIC — ° — ` a° DETAILS Jill, —III Date: 05 15 2019 POINT - STANDARD DOCK BUMPER ° III Design: —III a KAWNEER 451-T OR EQUAL STOREFRONT SYSTEM SEALANT AND BACKER ROD BOTH IIIIIII III ° a Drawn: 1"TYP _r` SIDES - - —III Project No: 16-056 GLAZING PER ELEVATIONS NL-1' JOINT FILLER IIIIIII III a \_CONCRETE PANEL III—II = = Approved: Building Na: E WINDOW HEAD *ALUM. STOREFRONT JAMB TYP O. HM DOOR SILL CONCRETE DOCK EDGE Sheet No: A6.2 5 1 a COPYRIGHT CRAFT ARCHITECTS 2018 TPO ROOF PVC DOWN SPOUT FROM PAINTED FINISH NOTE:ROOF ACCESS HATCH MEETS THE HIGH POINT OF ROOF BEYOND ROOF, REQUIREMENTS OF IBC 1011.12.2. TPO ROOF,EXTEND DOWN GAYTEWAY FULL HEIGHT OF PLYWOOD, .I EXPANSION ANCHOR INTO PC FASTEN PER MANUFACTURER'S CONC PANEL TYP® 14" OC T1 RECOMMENDATIONS, - TO DOCK DOCK ° - CONIC TILT-UP BUSINESS PARK I I CURB W/INTEGRAL MINIMUM 12"Q.C. o'-o"AFF WALL PANEL I I CAP FLASHING METAL COPING,24 GA - d LLC EXTENDABLE SAFETY MINIMUM,AS REQUIRED FOR POSTS,BOTH SIDES \. 4" HEMMED DRIP EDGE SPANS OF LADDER ��III COUNTERFL4SHING _ 1/4"STL PLATE ALIGN W ° XO INSULATED CURB SLOPE® PLYWOOD FASCIA US PT / ASSEMBLY,FASTENED 1/4 PER 1'-0" DOCK BUMPER HEIGHT, ROOF HATCH PER PRE-PRIMED,PAINTED TO 4 DTL. 16/A8.1 PER MANUFACTURER'S RIGID INSULATION, .I CMATCH OLOR ADJACENT BUILDING NELSON 70. RECOMMENDATIONS STAGGERED JOINTS 2X BLOCKING,PT TPO ROOFING Nelco Architecture,Inc. MEMBRANE OVER RIGID CONTINUOUS 2X NAILER a licensed affiliate of Nelson Worldwide,LLC INSULATION WOOD SHEATHING HORZ REVEAL PT BLOCKING ELEVATION 3/4" 3/4" ` C WOOD TOP PLATE,PERC. �•r STRUCTURAL % arch, secs s �z CONTINUOUS GALVANIZED PVC DOWN SPOUT FROM ED a CLEAT ROOF 1200 Fifth Avenue TILT-UP CONCRETE Suite 1300 d PANEL Seattle,WA 98101 PLAN 8' 1 1/2 206.408.8500 phone zx PDRLIN DESIGN BASIS: O TYP. VERTICAL REVEAL O TYP. ROOF HATCH O TYP ROOF SECTION Ns�°�T�o�°o INFIRM WT'I°ENERGY RO DOWN SPOUT PROTECTOR 16 www.N ELSONonline.com CODE COMPLIANCE TABLE ON 3"=1•-o" COVERSHEET 6" METAL STUDS ROOF JOISTS R-21 BATT INSULATION,WRAP BEYOND OVER TOP TO MAINTAIN THERMAL BREAK. Cw— FIXED SKYLIGHT 2X WOOD CURB WITH FLASHING 1/2" ROUND DRIP EDGE V RIGID INSULATION ° /y1 Z LADDER CAGE L.LI ROOF ASSEMBLY w FRAMING LTP4 OR EQUIVALENT n ° CONCRETE WALL FRAMING PLATE d d PANEL � v WOOD BLOCKING y Q O a T PAINTED STEEL RIGID INSULATION,STAGGER JOINTS a LADDER SHIM AS REVEAL [~� REQUIRED TILT-UP CONCRETE PANEL d - n SEE ELEVATIONS LEVATIONS SEALANT AND LZI111 DENSGLASS GOLD ` J O Z BACKEROD SHEATHING ° \ G' LO "J" MOLD WITH MATCH ADJACENT SOFFIT,PAINT TO "� /` O SEALANT AND MATCH ADJACENT CONRETE PANEL d v BACKER OD 4 d 3/4 RECESSED"IC" RATED LIGHT - 4 N FIXTURE,SEE ELEVATIONS FOR ° LOCATIONS (*TYP. FIXED SKYLIGHT CURB 11 SOFFIT (cb RECESSED ENTRIES O TYP. HORIZONTAL REVEAL METAL COPING COVER CONSULTANT (12'-0" LENGTHS,MIN.) LOW POINT OF ROOF 4 WOOD NAILER FINISH PER EXTERIOR ° ELEVATIONS - - - d TPO MEMBRANE 12"WIDE 20 GA GLAV. b %IR PLAN ° LL ANCHOR CLIPS 4'-0" O.C. EXTEND PARTITION FASTENERS TO CREATE PARTIAL 8"WIDE CONCEALED SPLICE TIE ROD PER STRUCTURAL ° HEIGHT GUARDRAIL PLATE AT EACH JOINT '� 4 CONCRETE WALL AT PLATFORM METAL COPING d d _4- PANEL ° STEEL CHANNEL BEYOND,PER ° __ ____ _ METAL CONDUCTOR HEAD STRUCTURAL ° f- SEALANT& 22 GA METAL ROOFING,SLOPE AT BACKER 1/4" PER 1'TO GUTTER LADDER TO MEET ALL I - d ° Mlnatir '� CURRENT OSHA SAFETY ° nrr REQUIREMENTS I - MASONRY FASTENERS 6" DIA.PVC DOWNSPOUT, a rS (PAINTED STEEL I 3" PINT FINISH SHEET METAL GUTTER,PAINT TO n 1/2" LADDER 3/8"SPACE ACTUAL WALL WIDTH ADJACENT CANOPY STRUCTURE SLOPE 3/4' 3/4" PLYWD DECK PROVIDED FOR (VARIES) Ya"PER 1'-0"TO OPENING WALL VARIATIONS STEEL CHANNEL PER STRUCTURAL JOISTS BEYOND, SIDE FLOOR OVER METAL 3/87x 2 1/T FB CONIC TILT-UP WALL PANEL CANOPY DOWNSPOUT,SEE EXTERIOR SEE PARTITION 1" SUPPORT STRAP, ELEVATIONS 2•• Submittals/Revisions: RAILS TYPES:SHEET AI8'-0" OC,PNT FINISH CONTINUOUS STEEL ANGLE, 3/4 ROUND PER STRUCTURAL 05 15 2019 BUILDING PERMIT HRU PARTITION, RSN'SIDE RARs 14 TYP. COPING DETAIL 10 TYP. MTL.CONDUCTOR HEAD ©CANOPY DETAIL O PLAN TYP. OUTSIDE CORNER PER PLAN GRID a CAULK,FILL TO TOP OF REGLET METAL ANCHOR d� CANT d _ L < CONCRETE WALL PANEL / ° 18" X o" CONTINUOUS ° d°4 Sheet Title: EXTERIOR DETAILS 8%S'x1 4"x3" LG NGLE BRACKETS® _i� d - o TOP&BOTTOM® SEALANT& 4'-0" OC MAX - BACKER� 05 15 2019 C 4 TILT-UP CONCRETE PANEL,TYP. Dote: ° Design: 1 - d PRE-PRIMED METAL COPING 1/2" - ° - - 3 4 3/4" HORIZ.REVEAL Drawn: II III III II III III III III III-III III-III 1 III-III / .. _ _ ° Project No: 6-056 -III- Ill,i II-III -III-III II-III-III II-III-II -II III 4 MASONRY VENEER PER 2" II- I �I � Approved: d - ELEVATIONS NOTE:ROOF ACCESS HATCH MEETS REQUIREMENTS OF IMC 306.5. Building No: E 17 LADDER TO ROOF 13 COPING a PANEL OFFSET (j)TYP. PANEL JOINT AH.1 Sheet No: COPYRIGHT CRAFT ARCHITECTS 2018 1. STRUCTURAL NOTES 1.4.2. CONCENTRATED LOADS:ALL MANUFACTURERS OF PRE-ENGINEERED 1.7.7. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUIRED 3.5. FIBROUS CONCRETE REINFORCEMENT 4. MASONRY GAYTEWAY LLC. 1.1. ANY DISCREPANCY FOUND AMONG THE DRAWINGS,SPECIFICATIONS,THESE COMPONENTS OR SYSTEMS SHALL LOCATE,COORDINATE,VERIFY VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL FIBROUS REINFORCEMENT SHALL BE 100%VIRGIN POLYPROPYLENE, 4.1. MORTAR NOTES,AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT WEIGHTS,ETC.,OF MECHANICAL UNITS OR OTHER CONCENTRATED STRUCTURAL ELEMENTS HAS BEEN COMPLETED.STABILITY OF THE FIBRILLATED FIBERS CONTAINING NO REPROCESSED OLEFIN MATERIALS AND AND THE STRUCTURAL ENGINEER,WHO SHALL CORRECT SUCH DISCREPANCY LOADS AND DESIGN THEIR SYSTEM FOR THESE LOADS. STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF SPECIFICALLY MANUFACTURED FOR USE AS CONCRETE SECONDARY BRICKVENEER: IN WRITING.ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF 1.4.3. WIND LOADS(PER IBC SECTION 1609 AND ASCE 7 CHAPTERS 26 THRU THE GENERAL CONTRACTOR.THIS RESPONSIBILITY INCLUDES BUT IS REINFORCEMENT.VOLUME PER CUBIC YARD SHALL EQUAL A MINIMUM OF 0.1% ASTM C-270,TYPE N,P,=750 PSI AT 28 DAYS. SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK.THE 30): NOT LIMITED TO JOB SITE SAFETY:ERECTION MEANS,METHODS, (1.5 POUNDS).FIBERS ARE FOR THE CONTROL OF CRACKING DUE TO DRYING CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL AND SEQUENCES;TEMPORARY SHORING,FORMWORK,AND SHRINKAGE AND THERMAL EXPANSION]CONTRACTION,REDUCTION OF 42. ANCHORED MASONRY VENEER(BRICK UNITS) ULTIMATE DESIGN WIND SPEED IV.): 110 MPH BRACING;USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. NELSON DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION.THE PERMEABILITY,INCREASED IMPACT CAPACITY,SHATTER RESISTANCE, 4.2.1. MATERIALS:SEE ARCHITECTURAL DRAWINGS AND PROJECT CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION BRACING,FORMWORK AND RISK CATEGORY II ABRASION RESISTANCE,AND ADDED TOUGHNESS.FIBER MANUFACTURER SPECIFICATIONS. TEMPORARY CONSTRUCTION SHORING. MUST DOCUMENT EVIDENCE OF 5 YEAR SATISFACTORY PERFORMANCE WIND EXPOSURE: C 2. SITE PREPARATIONISOIL REMEDIATION 4.2.2. INSTALL PER IBC SECTION 1405 AND ACI 530.ANCHORS,SUPPORTS HISTORY,COMPLIANCE WITH APPLICABLE BUILDING CODES AND ASTM C-1116 1.2. BY THE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT,THE CONTRACTOR WARRANTS THAT: APPLICABLE INTERNAL 2.1. SOIL DATA TYPE 1114.1.3 AND ASTM C-1116 PERFORMANCE LEVEL I OUTLINED IN SECTION AND TIES SHALL BE NONCOMBUSTIBLE AND CORROSION RESISTANT Nelco Architecture,Inc. AND SHALL BE DESIGNED TO RESISTA HORIZONTAL FORCE EQUAL PRESSURE COEFFICIENT: +1-0.18 21 NOTE 17.FIBROUS CONCRETE REINFORCEMENT SHALL BE MANUFACTURED ALLOWABLE SOIL PRESSURE IN. PSF.ALLOW 33-i/3%INCREASE FOR LOADS TO AT LEAST TWICE THE WEIGHT OF THE VENEER. 1.2.1. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE TOPOGRAPHIC FACTOR(Ka) 1.0 FROM WIND OR SEISMIC ORIGIN.SEE GEOTECHNICAL ENGINEERING REPORT BY APPROVED COMPANY,40191NDUSTRY DRIVE,CHATTANOOGA,TENNESSEE, (INCLUDING AGENTS AND SUPPLIERS)HAVE CAREFULLY AND OR APPROVED EQUIVALENT. 4.2.3. MASONRY VENEER AND TIES(5"MAXIMUM IN THICKNESS) THOROUGHLY REVIEWED THE DRAWINGS AND STRUCTURAL NOTES COMPONENTS AND CLADDING:ULTIMATE DESIGN WIND PRESSURES BY SONDERGARRIDEP REPORT FO ALL S,PLLC DATED FEB 9,2018 AND DEC 12,TS A SEE GEOTECH REPORT FOR ALL SUBGRADE PREPARATION REQUIREMENTS AS 3.6. REINFORCING STEEL: A. MASONRY AND STONE VENEER NOT EXCEEDING 5"IN THICKNESS '1200 Fifth Avenue AND HAVE FOUND THEM COMPLETE AND FREE FROM AMBIGUITIES TO BE USED FOR THE DESIGN OF EXTERIOR COMPONENT AND WELL AS CAPILLARY BREAK AND VAPOR BARRIER RECOMMENDATIONS. SHALL BE ANCHORED DIRECTLY TO STRUCTURAL MASONRY, Suite'1300 AND SUFFICIENT FOR THE PURPOSE INTENDED. CLADDING MATERIALS IS AS FOLLOWS: 3.6.1. DETAIL,FABRICATE,AND PLACE PER ACI-315 AND ACI-318.SUPPORT CONCRETE OR STUDS. Seattle,WA 98'I O'I 1.2.2. THE CONTRACTOR HAS CAREFULLY EXAMINED THE SITE OF THE ZONEA +12.5/-30.5 PSF(10 SQ FT) 2.2. EXCAVATION REINFORCEMENT WITH APPROVED CHAIRS,SPACERS,OR TIES. WORK AND THAT FROM HIS OWN INVESTIGATIONS,HE HAS SATISFIED EXCAVATE TO DEPTH SHOWN AND TO FIRM UNDISTURBED MATERIAL.OVER- 3.6.2. DEFORMED BAR REINFORCEMENT:ASTM A615 GR 60 B. WALL TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN 206.408.8500 phone HIMSELF AS TO THE NATURE AND LOCATION OF THE WORK,AS TO ZONE:2 +12.5151.1 PSF(10 SQ FT) EXCAVATIONS SHALL BE BACKFILLED WITH LEAN CONCRETE(P�500-1200 PSI) 2 SQUARE FEET OF WALL AREA BUT SHALL NOT BE MORE THAN 24 363 THE CHARACTER QUALITY,AND QUANTITIES OF MATERIAL AND ZONE:3 +12.5/-77.0 PSF(10 SQ FT) OR STRUCTURAL FILL AT THE CONTRACTOR'S EXPENSE.EXERCISE EXTREME ... WELDABLE DEFORMED BAR REINFORCEMENT:ASTM A706 GR 60 INCHES ON CENTER HORIZONTALLY. -NELSON-corn WHERE NOTED ON STRUCTURAL DRAWINGS DIFFICULTIES TO BE ENCOUNTERED,AS TO THE EXTENT OF CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES,TANKS,AND C. CORRUGATED SHEET METAL TIES SHALL NOT BE PERMITTED FOR EQUIPMENT AND OTHER FACILITIES NEEDED FOR THE ZONEA +30.51-33.0 PSF(10 SO FT) OTHER CONCEALED ITEMS.UPON DISCOVERY,DO NOT PROCEED WITH WORK 3.6.4. LONGITUDINAL(VERTICAL)REINFORCEMENT RESISTING SEISMIC VENEER TALLER THAN 8 FEET.FOR VENEER TALLER THAN 8 FEET, PERFORMANCE OF THE WORK AND AS TO THE GENERAL AND LOCAL ZONE:5 +30.5/40.7 PSF(10 SQ FT) UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM THE ARCHITECT.A AXIAL FORCES IN STRUCTURAL WALL BOUNDARY ELEMENTS SHALL ADJUSTABLE ANCHORS WITH MINIMUM CLEARANCE BETWEEN CONDITIONS,AND OTHER ITEMS WHICH MAY IN ANY WAY AFFECT THE COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECTALL FOOTING BE ASTM A706 GR 60.ASTM A615 GR 60 MAY BE USED IF: PARTS OF 111E INCH AND DETAILED TO PREVENT DISENGAGEMENT 144. WORK OR ITS PERFORMANCE. THRU SEISMIC IC LOADS(PER IBC SECTION 1613 AND ASCE 7 CHAPTERS// OF REINFORCING STEEL.PROVIDE DRAINAGE AS NECESSARY TO AVOID EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT A. THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT SHALL BE USED.WALL TIES SHALL BE CORROSION RESISTANT. 1.2.3. THE CONTRACTOR AND ALL WORKERS HE INTENDS TO USE ARE EXCEED THE SPECIFIED YIELD BY MORE THAN 18 KSI;AND D. CORRUGATED SHEET METAL ANCHORS SHALL BE AT LEAST HA RISK CATEGORY: II WATER-SOFTENED SUBGRADE. SKILLEDANED BYTIE DRACEDWINGS /THE AND OF CONSTRUCTIONB. THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRENGTH TO THE WIDE CORRUGWITH A ATIONS NS WITHAL AWAVELNGTHICKNESS OF INCHES ANCHESA LL REPRESENTED BY THE DRAWINGS AND DOCUMENTS BID UPON. SEISMIC IMPORTANCE FACTOR(I,): 1.0 2.3. FILL,BACKFILL AND COMPACTION ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25;AND HAVE CORRUGATIONS WITH A WAVELENGTH OF 0.3-0.51NCHES AND 1.2.4. NEITHER THE CONTRACTOR NOR ANY OF HIS EMPLOYEES,AGENTS, S,: 1.063 BACKFILL AGAINST WALLS SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL AN AMPLITUDE OF 0.06-0.10 INCHES. C. MINIMUM ELONGATION IN 8-INCH SHALL BEAT LEAST 14%FOR#3 INTENDED SUPPLIERS,OR SUBCONTRACTORS HAVE RELIED UPON OF ALL MATERIAL SUBJECT TO ROT OR CORROSION.ALL FILL PLACED AGAINST E. SHEET METAL ANCHORS SHALL BE AT LEAST 718°WIDE WITH ANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED OR S,: OA13 RETAINING WALLS OR BASEMENT WALLS SHALL BE FREE DRAINING GRANULAR THRU#6 BARS,AT LEAST 12%FOR#7 THRU#11 BARS,AND AT BASE METAL THICKNESS OF 0.06INCHES AND SHALL BE BENT, UNAUTHORIZED FROM THE OWNER OR HIS EMPLOYEES OR AGENTS, SITE CLASS: D MATERIAL.STRUCTURAL FILL OTHER THAN PEA GRAVEL SHALL BE GRANULAR LEAST 10%FOR#14 THRU#18. NOTCHED,OR PUNCHED TO PROVIDE ADEQUATE PULL-OUT OR INCLUDING THE ARCHITECT OR ENGINEERS,IN ASSEMBLING THE BID PLACED IN MAXIMUM LOOSE LIFTS OF 8-INCHES AND COMPACTED TO AT LEAST 3.6.5. WELDED WIRE FABRIC:ASTM A-185 8 ASTM A-82 Fy=65 KSI PUSH-THROUGH PERFORMANCE. FIGURES. Sos: 0.762 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-1557(MOD w PROCTOR).PEA GRAVEL FILL SHALL HAVE A MAXIMUM PARTICLE SIZE OF 3/8' 3.fi.6. EXCEPT C NOTED SPECIFICALLY ON THE DRAWINGS,ALL CONCRETE F. WIRE ANCHORS SHALL BEAT LEAST WIRE SIZE FORM NEXT INCH � � Z Q 1.2.5. THE REQUIREMENTS CONTAINED WITHIN THIS SECTION SUPERSEDE Soy: 0.437 REINFORCEMENT SHALL BE LAP-SPLICED AS FOLLOWS: DIAMETER)AND SHALL HAVE ENDS BENT TO FORM AN EXTENSION REQUIREMENTS AND/OR RECOMMENDATIONS CONTAINED IN THE DIAMETER. AISC"CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND SEISMIC DESIGN CATEGORY: D FROM THE BEND OF AT LEAST 21NCHES. #6 AND SMALLER 48XBAR DIAMETER Q W BRIDGES',AS WELL AS CASE DOCUMENT 962-D'A GUIDELINE DESIGN BASE SHEAR: V=Do w #7 AND LARGER 56 X BAR DIAMETER G. PINTLE ANCHORS SHALL HAVE ONE OR MORE PINTLE LEGS OF STRUCTURAL CONCRETE WIRE SIZE W2 SEISMIC RESPONSE COEFFICIENT Cs): 0.152 3. .8(0.189 INCH DIAMETER)AND AN OFFSET NOT Q z ADDRESSING COORDINATION AND COMPLETENESS OF STRUCTURAL NO MORE THAN 50%HORIZONTAL OR VERTICAL BARS SHALL BE ( EXCEEDING 1 1/4". O CONSTRUCTION DOCUMENTS" 3.1. GENERAL SPLICED AT ONE LOCATION ANALYSIS PROCEDURE USED: EQUIVALENT H. WIRE COMPONENTS OF ANCHORS OR JOINT REINFORCING SHALL w 1.2.6. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE LATERAL FORCE ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING THE 3.6.7. EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS,PROVIDE NOT HAVE DRIP BENDS. ARE AWARE OF AND ACKNOWLEDGE THAT CLOSE COORDINATION PROCEDURE REQUIREMENTS OF ACI-301,"SPECIFICATIONS FOR STRUCTURAL CONCRETE CORNER BARS TO MATCH QUANTITY AND DIAMETER OF HORIZONTAL AMONG ARCHITECTURAL,STRUCTURAL,MECHANICAL,ELECTRICAL FOR BUILDINGS."PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIX REINFORCEMENT AND LAP WITH HORIZONTAL REINFORCEMENT AS I. WALL TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG kl•/ AND OTHER TRADE DRAWINGS IS REQUIRED. SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI-301. FOLLOWS: THAT WILL ENGAGE OR ENCLOSE A HORIZONTAL WI A(0.148INCH J <.0 Z 1.2.7. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE SEISMIC FORCE- RESPONSE OVERSTRENGTH PLACE CONCRETE PER ACI-304 AND CONFORM TO ACI-604(306)FOR WINTER DIAMETER)JOINT REINFORCEMENT WIRE.THE JOINT CONCRETING AND ACI-605(305)FOR HOT WEATHER CONCRETING.USE #6 AND SMALLER 48 X BAR DIAMETER REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES Q Lo J INCSHALLDRECOGNIZEHITS T UR PROJECT CONTRACT DOCUMENTS RESISTING SYSTEM MODIFICATION FACTOR,Do #7 AND LARGER 56 X BAR DIAMETER T rr INCLUDE THE ARCHITECTURAL,STRUCTURAL,MECHANICAL AND COEFFICIENT,R INTERIOR MECHANICAL VIBRATORS WITH 7,000 RPM MINIMUM FREQUENCY.DO BETWEEN TIES PERMITTED. ELECTRICAL AND OTHER TRADE DRAWINGS AND SPECIFICATIONS NOT OVER-VIBRATE.CONCRETE SHALL BE PLACED MONOLITHICALLY BETWEEN THESE CORNER BARS SHALL BE PLACED AT ALL CORNERS AND J. WALL TIE ASSEMBLIES SHALL BE BY HOHMANN BARNARD OR 1 L � Q CONSTRUCTION OR CONTROL JOINTS.PROTECT ALL CONCRETE FROM INTERSECTIONS IN CONCRETE FOOTINGS AND WALLS. APPROVED EQUIVALENT.CONTRACTOR SHALL SUBMIT TO 1.2.8. CONTRACTOR AND ALL SUBCONTRACTORS ACKNOWLEDGE THAT DAYS AFTER PLACING. IS MORE. (INCLUDING ANCHORAGE DETAILS). A.BEARING WALL SYSTEMS: PREMATURE DRYING,EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN 3.6.8. LAP WELDED WIRE FABRIC 12"OR ONE SPACING PLUS 2",WHICHEVER ENGINEER FOR APPROVAL OF PROPOSED WALL TIE SYSTEM N CLOSE COORDINATION BETWEEN DISCIPLINES INCLUDED WITHIN THE 1.SPECIAL REINFORCED 3.2. STRENGTH CONTRACT DOCUMENTS IS NECESSARY.ELEMENTS THAT WILL CONCRETE SHEAR WALLS 5 2 3.7. CONCRETE COVER ON REINFORCING SHALL BE AS FOLLOWS(UNLESS SHOWN 4.2.4. AT OPENINGS IN MASONRY VENEER,THE GENERAL CONTRACTOR REQUIRE CLOSE COORDINATION BY THE CONTRACTOR INCLUDE(BUT NOTE:TABULATED OVERSTRENGTH FACTOR HAS BEEN REDUCED IN TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS: OTHERWISE): SHALL PROVIDE GALVANIZED LINTEL ANGLES OR GALVANIZED RELIEF ARE NOT LIMITED TO): ACCORDANCE WITH ASCE 7 TABLE 12.2-1 FOOTNOTE G FOR SLABS ON GRADE 4000 PSI BOTTOM OF FOOTINGS 3" ANGLES AS INDICATED ON STRUCTURAL DRAWINGS. A. VERIFICATION OF ALL DIMENSIONS INDICATED ON THE STRUCTURES WITH FLEXIBLE DIAPHRAGMS. FORMED EARTH FACE AND SLAB ON GRADE 2" ARCHITECTURAL AND STRUCTURAL DRAWINGS FOOTINGS 3000 PSI WALLS,WEATHER FACE 1-112" 5. METALS B. DETERMINATION OF ALL COLUMN LOCATIONS VERTICALLY FORMED WALLS 4000 PSI WALLS,INSIDE FACE 1" 1.5. STATEMENT OF SPECIAL INSPECTIONS TILT UP WALL PANELS 4000 PSI COLUMNS TO TIES 1-1/2" 5.1. STRUCTURAL STEEL GENERAL REQUIREMENTS C. DETERMINATION OF TOP OF FLOOR,TOP OF STEEL,WALL PLATE SEE STATEMENT OF SPECIAL INSPECTION AND TESTING SHEET S0.4. BEAMS TO STIRRUPS 1-1/2" S.I.I. ALL DETAILING,FABRICATION,AND ERECTION SHALL CONFORM TO AND/OR TOP OF BEAM ELEVATIONS CONCRETE SUPPLIER TO PROVIDE TEST RECORDS PER SECTION 26.4 OF ACI BOTTOM OF ELEVATED STRUCTURAL SLAB 31. AISC DETAILING, FOR STRUCTURAL STEEL BUILDINGS", 1.6. SHOP DRAWINGS 318.WHEN NO PRIOR EXPERIENCE OR TRIAL MIXTURE DATA ARE AVAILABLE, D. DETERMINATION OF TOP OF FOOTING ELEVATIONS AND FOOTING 3.8. CONSTRUCTION AND CONTROL JOINTS AISC 341-10"SEISMIC PROVISIONS FOR STRUCTURAL STEEL CONSULTANT STEP LOCATIONS 1.6.1. SUBMIT SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR THE THE WATER/CEMENT RATIO FROM THE TABLE BELOW MAY BE USED,BUT ONLY BUILDINGS"AND AISC 303-10°CODE OF STANDARD PRACTICE FOR WHEN SPECIAL PERMISSION IS GIVEN BY ENGINEER. 3.8.1. UNLESS NOTED OTHERWISE,LOCATION OF THE CONSTRUCTION OR �1 E. MECHANICALIELECTRICAL EQUIPMENT LOCATIONS AND WEIGHTS FOLLOWING: STEEL BUILDINGS AND BRIDGES"EXCEPTAS AMENDED BY THESE CONTROL JOINTS IN SLAB ON GRADE SHALL NOT EXCEED THE _ - MAXIMUM ABSOLUTE WATERICEMENT RATIO BY WEIGHT FOR CONCRETE MIXES A. CONCRETE MIX DESIGN SUBMITTALS DISTANCES NOTED BELOW.JOINTS SHALL BE LOCATED ON COLUMN STRUCTURAL NOTES. F. LOCATION AND SIZE OF ALL MECHANICAL/ELECTRICAL WITHOUT TEST RECORDS SHALL BE AS FOLLOWS: PENETRATIONS THROUGH WALLS AND FLOORS/ROOFS B. REINFORCING STEEL GRIDS OR UNDER PERMANENT PARTITIONS AL THE GREATEST 5.2. STRUCTURAL STEEL EXTENT POSSIBLE. ADDITIONAL JOINTS SHALL BE REQUIRED AT pmm ... y50 KSI.OTHER SHAPES G. COORDINATION WITH DESIGNERS/SUPPLIERS,S PRE- C. STRUCTURAL AND MISCELLANEOUS STEEL INCLUDING WELD REENTRANT CORNERS AND CORNERS OF SLAB DEPRESSIONS OR 521 STEEL W SHAPES SHALL BE ASTM A992 F Q ENGINEERED COMPONENTS(JOISTS,TRUSSES,STAIRS,ETC.) INSERTS AND ANCHORS SPECIFIED NON-AIR AIR- PENETRATIONS.SEE ARCHITECTURAL DRAWINGS FOR JOINT AND PLATES SHALL BE ASTM A36 F,=36 KSI. COMPRESSIVE ENTRAINED ENTRAINED LAYOUT AT EXPOSED CONCRETE CONDITIONS.PROVIDE JOINT 5.2.2. STEEL PIPE SECTIONS(PIPE)SHALL BE ASTM A53 TYPE E OR S, 1.2.9. THECONRACINGRAY BERE REQUIRED TO COMPLETE SHORING PROJECT, D. PRE-ENGINEERED STEEL JOISTS AND JOIST GIRDERS STRENGTH CONCRETE CONCRETE SEALANT PER SPECIFICATIONS-INSTALL PER MANUFACTURER GRADE B,Fy35 KSI. TACOMA-SEATTLE-SPOKANE-TRI-CITIES AND/OR BRACING MAY T REQUIRED TO COMPLETE THE PROJECT. E. TILT UP WALLS RECOMMENDATIONS. DESIGN AND IMPLEMENTATION OF TEMPORARY SHORING AND/OR 5.2.3. RECTANGULAR AND ROUND HOLLOW STEEL SECTIONS(HSS)OR 2215 NoM 3om so-aal,surtw Soo Tacoma,WA 98403 BRACING DURING CONSTRUCTION IS THE SOLE RESPONSIBILITY OF F. PRE-ENGINEERED STEEL STAIRS" 3000 PSI 0.58 0.46 6'SLAB ON GRADE 1""O.C. TUBE STEEL SECTIONS(TS)SHALL BE ASTM A500,GRADE B,F,=46 KSI 253.333.2422 TEL 253.383.2572 Fnx -ahbi.mm wee THE CONTRACTOR. 'DEFERRED SUBMITTALS:PRE-ENGINEERED ITEMS SHALL BE 4000 PSI 0.44 0.35 3.8.2. CONSTRUCTION JOINT SPACING IN WALLS SHALL NOT EXCEED 60'ON (Fy=42 KSI FOR ROUND SECTIONS) 1.2.10. THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE SUBMITTED TO THE BUILDING OFFICIAL AFTER REVIEW BY THE CENTER EXCEPT AS DIRECTED BY THE ARCHITECT/ENGINEER. 5.2.4. BOLTS SHALL MAKE CONSIDERATION FOR,AND INCLUDE MONIES FOR THE ENGINEER OR RECORD AS A DEFERRED SUBMITTAL. 3.9. 3.9.1. ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHIN A SLAB ON ASTM A-307 GRADE A. AND PIPING EMBEDDED IN CONCRETE A. MACHINE BOLTS NOT SPECIFIED AS HIGH STRENGTH SHALL BE ABOVE IN THE PREPARATION OF THEIR BIDS. 1.6.2. SHOP DRAWING REVIEW NOTES 3.3. MATERIALS 1.2.11. THE CONTRACTOR SHALL NOT SCALE THE ARCHITECTURAL AND 3.3.1. CEMENT:ASTM C150,TYPE IORTYPE II.ENGINEER'S APPROVAL IS 3.9.1. R STRUCTURAL DRAWINGS FOR LOCATIONS OF ELEMENTS NOTED A. ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR GRADE,BUT PLACED BELOW THE SLAB IN THE SUB-BASE. B. HIGH STRENGTH BOLTS SHALL BE ASTM F3125 GRADE A325 OR GENERAL CONFORMANCE WITH THE PROJECT CONSTRUCTION NEEDED FOR USE OF TYPE III CEMENT. GRADE A490 AS INDICATED ON STRUCTURAL DRAWINGS.ALL ABOVE. DOCUMENTS PLANS AND SPECIFICATIONS). 3.9.2. NO JOISTS,BEAMS OR GIRDERS SHALL BE SLEEVED FOR PIPING OR ( 1 3.3.2. COARSE AND FINE AGGREGATE:ASTM C33. BOLTS SHALL BE CONSIDERED BEARING TYPE WITH THREADS 1.2.12. ELECTRONIC COPIES OF THE STRUCTURAL DRAWINGS PDF'S,CAD CONDUIT D BY TH A NOTED T/THE STRUCTURAL DRAWINGS OR AS 6 4 ( INCLUDED IN SHEAR PLANE(CONNECTION TYPE N)UNLESS NOTED DRAWINGS OR BIM MODELS MAY BE PROVIDED TO THE B. ENGINEER E RECORD REVIEW OF SHOP DRAWINGS SHALL NOT 3.3.3. WATER SHALL BE CLEAN AND POTABLE. APPROVED BY THE ARCHITECT/ENGINEER. CONTRACTOR FOR THEIR USE.THESE FILES MAY BE PROVIDED AT RELIEVE THE GENERAL CONTRACTOR OF THEIR RESPONSIBILITY OTHERWISE.ALL HIGH STRENGTH BOLTED CONNECTIONS SHALL F`SSJONAL FOR REVIEW OF THE SHOP DRAWINGS FOR COMPLIANCE WITH THE 3.3.4. FLYASH:ASTM C618 CLASS C(CLASS F MAY BE ALLOWED IF 3.10.GROUT FOR BEARING PLATES BE INSTALLED WITH NUTS CONFORMING TO ASTM A563 AND THE REQUEST HE CONTRACTOR THE CONTRACTOR FOR THEIR CONVENIENCE PROJECT REQUIREMENTS. APPROVED BY THE STRUCTURAL ENGINEER) THE NON-SHRINK GROUT SHALL MEET ASTM C1107 GRADE B OR EQUIVALENT HARDENED WASHERS CONFORMING TO ASTM F436. ONLY.TEDEINF RMTIONSHO SHOWN THE ORIGINALHESE FILES Submittals Revisions: SUPERSEDE INFORMATION SHOWN ON THE ORIGINAL BID/ C. APPROVAL OF THE SHOP DRAWINGS BY THE ENGINEER OF 3.3.5. GROUND GRANULATED BLAST FURNACE SLAG(GGBFS):ASTM C989 (MASTERFLOW 928 BY BASF OR APPROVED EQUIVALENT).GROUT SHALL BE A C. ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED PER THE CONSTRUCTION DOCUMENTS.THE CONTRACTOR AGREES TO HOLD RECORD SHALL NOT BE CONSIDERED AS A GUARANTEE BY THE GRADE 100 OR 120.GGBFS SHALL NOT BE PERMITTED UNLESS PRE-PACKAGED HYDRAULIC CEMENT BASED MINERAL AGGREGATE GROUT, SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH THE STRUCTURAL ENGINEER HARMLESS FOR ANY ERRORS OR ENGINEER THAT THE SHOP DRAWINGS COMPLY WITH ALL PROJECT REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER.MIX MIXED,PLACED AND CURED AS RECOMMENDED BY THE MANUFACTURER. BOLTS(LATEST EDITION)BY THE RESEARCH COUNCIL ON PERMIT SUBMITTAL 04/19/19 DISCREPANCIES CONTAINED WITHIN THESE ELECTRONIC FILES. REQUIREMENTS. DESIGNS SUBMITTED INCLUDING GGBFS SHALL INCLUDE SHRINKAGE COMPRESSIVE STRENGTH SHALL EXCEED 6000 PSI AT28 DAYS. STRUCTURAL CONNECTIONS(WWW.BOLT000NCIL.ORG). 1.2.13. THE BID FIGURE IS BASED SOLELY UPON THE CONSTRUCTION D. CONCURRENT SHOP DRAWING REVIEW SHALL ONLY BE PERMITTED TEST RESULTS AT 28 DAYS. 3.11.TILT-UP CONCRETE WALLS 5.2.5. STEEL ANCHORAGE ELEMENTS: CONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN OR IF APPROVED BY THE ARCHITECT/ENGINEER OF RECORD PRIOR TO 3.4. ADMIXTURES 3.11.1. TYPICAL AND SPECIAL REINFORCEMENT SHOWN ON PANEL A. THREADED RODS SHALL BE ALL-THREAD.(Fr36 KSI)U.N.O. VERBAL REPRESENTATIONS. THE START OF SHOP DRAWING REVIEW. 3.4.1. WATER REDUCING ADMIXTURE:ASTM C494.ADMIXTURES SHALL BE ELEVATIONS IS DESIGNED FOR FORCES OCCURRING AFTER PANEL IS 1.3. CODES 1.7. MISCELLANEOUS USED IN EXACT ACCORDANCE WITH MANUFACTURER'S IN PLACE AND TIED TO ROOF AND FLOOR DIAPHRAGMS.USE B STUD WELDED HEADED E WELDING,ST DS:"NELSON STUDS" SHALL NELSON COMPLYING W INSTRUCTIONS. STRONGBACKS AND EXTRA REINFORCEMENT AS REQUIRED AND ASTM WELA108 STUDS SHALLHAVEAMINIMUMFEOF 65 KSI. 1.3.1. ALL METHODS,MATERIALS AND WORKMANSHIP SHALL CONFORM TO 1.7.1. VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. DIRECTED BY PANEL LIFT INSERT MANUFACTURER/SUPPLIER FOR THE 2015 INTERNATIONAL BUILDING CODE(IBC)AS AMENDED AND 3.4.2. WATER REDUCING ADMIXTURES SHALL BE USED AT ALL HEAVILY ERECTION PURPOSES.LIFT INSERT MANUFACTURERISUPPLIER C. ANCHOR RODS:ANCHOR RODS SHALL BE ASTM F 1554,Fy==36 KSI ADOPTED BY THE LOCAL BUILDING AUTHORITY. 1.7.2. VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOORS,ROOF CONGESTED AREAS(I.E.CONCRETE BEAMS,COLUMNS AND WALLS SHALL ANALYZE PANELS FOR ADEQUACY DURING COMPLETE LIFTING WITH HOOKED END AT STUD WALL CONNECTIONS UNLESS NOTED AND WALLS WITH ARCHITECTURAL,MECHANICAL AND ELECTRICAL WITH REINFORCING SPACING OF4.OR LESS) OPERATION FROM HORIZONTAL TO VERTICAL,INCLUDING LATERAL OTHERWISE.AT COLUMN LOCATIONS ANCHOR RODS SHALL BE 1.3.2. ALL REFERENCES TO OTHER CODES,STANDARDS AND DRAWINGS. SPECIFICATIONS,(ACI,ASTM,ETC.),SHALL BE FOR THE EDITION 3.4.3. CONCRETE USING ADMIXTURES TO PRODUCE FLOWABLE CONCRETE TRANSPORT(WALKING)OF PANELS. ASTM F1554,Fy 36 KSI WITH HEADED OR THRFADEDINUTTED END. CURRENTLY REFERENCED BY IBC AS AMENDED AND ADOPTED BY 1.7.3. CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE MAY BE USED SUBJECT TO ENGINEER'S APPROVAL. TACK WELD NUT TO ANCHOR ROD UNLESS NOTED OTHERWISE. 3.11.2. ALL PANEL DIMENSIONS ON FOUNDATION PLANS ARE TO CENTER THE LOCAL BUILDING AUTHORITY. DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS 3.4.4. AIR ENTRAINMENT:ASTM C260 AND ASTM C494 ENTRAIN 5% LINES OF CONNECTIONS.DO NOT SCALE PANEL ELEVATIONS. WHERE NOTED,HIGH STRENGTH ANCHOR RODS SHALL BE ASTM PROJECT AS APPROVED BY THE ARCHITECT/ENGINEER. PLUSIMINUS 1.5%BY VOLUME IN ALL CONCRETE EXPOSED TO F1554,F�105 KSI WITH DOUBLE NUTTED PLATE WASHER. 1.4. DESIGN CRITERIA 1.7.4. SEE ARCHITECTURAL,MECHANICAL AND ELECTRICAL DRAWINGS FOR 3.11.3. DO NOT CUT OR DRILL PANELS WITHOUT ON STRUCTURAL D W ENGINEER WEATHER. UNLESS SHOWN OR INDICATED ON STRUCTURAL DRAWINGS. 1.4.1. UNIFORM LOADS: DIMENSIONS AND LOCATIONS OF OPENINGS NOT DIMENSIONED OR SHOWN ON STRUCTURAL PLANS. 3.4.5. NO OTHER ADMIXTURES PERMITTED UNLESS APPROVED BY THE 3.11.4. SEE SPECIFICATIONS FOR FINISHES,CURING,ETC. Sheet Title: ENGINEER. NOTES CONTINUE ON SHEET SO.2 LOCATION LIVE LOAD DEAD LOAD 1.7.5. SEE ARCHITECTURAL,MECHANICAL AND ELECTRICAL DRAWINGS FOR 3.11.5. GROUT UNDER PANEL WITH A 9-SACK PEA GRAVEL CONCRETE LOCATIONS AND WEIGHTS OF ALL MECHANICAL AND ELECTRICAL GROUT MIX(Pc=5000 PSI AT 28 DAYS). STRUCTURAL NOTES EQUIPMENT INCLUDING HOUSEKEEPING PADS. 3.11.6. PANELS DRAWN SHOW TYPICAL LOCATIONS OF PANEL CONNECTIONS ROOF 25 PSF(SNOW) ACTUAL 1.7.6. FOR PIPES,CONDUITS,DUCTS AND MECHANICAL EQUIPMENT AND ADDITIONAL REINFORCING FOR MOST PANEL OPENINGS.NOT Date: 04/19/19 SLAB ON GRADE 250 PSF ACTUAL SUPPORTED OR BRACED FROM STRUCTURE:CONFORM TO SHEET ALL EMBEDDED ITEMS AND MECHANICAL AND ELECTRICAL METAL AND AIR CONDITIONING CONTRACTORS NATIONAL PENETRATIONS ARE SHOWN.CONTRACTOR SHALL COORDINATE Design: AMP 'THIS IS NOT A GROUND SNOW LOAD ASSOCIATION,INC.,PUBLICATION"APPENDIX E:SEISMIC RESTRAINT PENETRATIONS WITH MECHANICAL AND ELECTRICAL AND WHERE LIVE LOADS OF COMMERCIAL OR INDUSTRIAL BUILDINGS MANUAL GUIDELINES FOR MECHANICAL SYSTEMS."ALL BRACING REINFORCING PER PLANS. Drawn: EXCEED 50 PSF,SUCH DESIGN LOADS SHALL BE POSTED IN THAT AND SUPPORTS SHALL BE DESIGNED FOR SEISMIC HAZARD LEVEL 3.11.7. GENERAL CONTRACTOR SHALL INCLUDE AN ALLOWANCE FOR EDD PART OF EACH STORY IN WHICH THEY APPLY (SHL)B.SPRINKLER LINE ATTACHMENTS SHALL CONFORM TO NFPA STACKING PANELS OR HAT SLABS AS REQUIRED WHERE PAMPHLET I3. Project No: 2170892.20 ADEQUATE CASTING AREA IS NOT AVAILABLE AT INTERIOR BUILDING SLAB ON GRADE AREAS. APPfOVOd: DLB 8 Building No: a Sheet No: SO.1 s COPYRIGHT NELSON/CRAFT 2019 D. EXPANSION ANCHORS SHALL BE CARBON STEEL AS NOTED IN THE 5.3. WELDING 6.2. CARPENTRY HARDWARE GAYTEWAY LLC. FOLLOWING TABLE.ANCHORS IN CONCRETE SHALL HAVE BEEN 5.3.1. ALL WELDING SHALL BE IN ACCORDANCE WITH THE'STRUCTURAL 6.2.1. MACHINE BOLTS SHALL BE ASTM A-307. TESTED IN ACCORDANCE WITH ACI 355.2 AND/OR ICC-ES AC193 FOR WELDING CODE;AWS D1.1,AWS D7.4 AND AWS D1.8 AS CRACKED CONCRETE AND SEISMIC APPLICATIONS.ANCHORS APPROPRIATE 6.2.2. PROVIDE MALLEABLE IRON WASHERS(MIW)OR HEAVY PLATE CUT . SHALL HAVE A CURRENT CODE REPORT THAT COMPLIES WITH THE WASHERS WHERE BOLT HEADS,NUTS OR LAG SCREWS BEAR ON CURRENT EDITION OF THE IBC AND SHALL BE RATED FOR USE IN 5.3.2. ALL WELDING SHALL BE BY CERTIFIED WELDERS;USE 70 KSI LOW WOOD. THE SEISMIC DESIGN CATEGORY NOTED IN THE DESIGN CRITERIA HYDROGEN FILLER METAL,AND SHALL BE PROTECTED PER AWS D1.1 6.2.3. NAILS SHALL BE COMMON,AMERICAN OR CANADIAN SECTION OF THESE NOTES. UNTIL USE. FULL PENETRATION WELDS,FILLER METAL MANUFACTURER ONLY WITH MIN.DIAMETERS AS FOLLOWS: NELSON SHALL BE NOTCHTCH TO TOUGH TO MEET CHARPY V-NOTCH OF 20 FOOT- POUND AT-20°F. EXPANSION ANCHORS CODE 5.3.3. NO WELDING OF REINFORCING STEEL SHALL BE ALLOWED EXCEPT NAIL MINIMUM MINIMUM IN CONCRETE REPORT WHERE SHOWN.ALL WELDING OF REINFORCEMENT SHALL BE PER SIZE NAIL SHANK NAIL Neloo Architecture,Inc. ANSI/AWS D1.4.THE FOLLOWING FILLER METAL SHALL BE USED DIAMETER LENGTH HILTI KWIK BOLT TZ ICC ESR-1917 WHEN WELDING REINFORCEMENT: SIMPSON STRONG-BOLT 2 ICC ESR-3037 A. FOR WELDING OF ASTM A706 GR 60 REBAR,80 KSI FILLER METAL. 8d 0.131" 21". '1200 Fifth Avenue B. FOR WELDING OF ASTM A615 GR 60 REBAR,NOT PERMITTED. 10d 0.148" 3' DEWALTIPOWERS POWER-STUD ICC ESR-2502 Suite 1300 ., C. FOR WELDING OF ASTM A615 GR 40 REBAR,NOT PERMITTED. 12d 0.148" 3114" Seattle,WA 98101 16d SINKER 0.148" 3114" E. HEAVY DUTY CONCRETEIMASONRY SCREW ANCHORS SHALL BE 5.3.4. ALL FULL PENETRATION FIELD AND SHOP WELDS SHALL BE FULL TIME 16d 0.162" 31". 206.408.8500 phone USED IN DRY INTERIOR CONDITIONS AND SHALL BE AS NOTED IN INSPECTED AND TESTED BY NON-DESTRUCTIVE PROCEDURES. 20d 0.192" 4' THE FOLLOWING TABLE: RESULTS OF TESTS SHALL BE SUBMITTED FOR REVIEW BY THE -.NELSON-...- STRUCTURAL ENGINEER. 5.4. WELDING PROCEDURE SPECIFICATION(WPS) 6.2.4. LAG SCREWS SHALL MEETTHE REQUIREMENTS OF ANSIIASME HEAVY DUTY CONCRETE/ CODE REPORT B18.2.1.WOOD SCREWS SHALL MEET THE REQUIREMENTS OF MASONRY SCREW ANCHORS 5.4.1. FOR ALL WELDING OF REINFORCING STEEL,NON PREQUALIFIED ANSIIASME 818.6.1. WELDS AND ALL WELDING OF COMPONENTS WHICH ARE PART OF 6.2.5. ANCHORS AND CONNECTIONS SHALL BE SIMPSON,USP,OR ICC THE SEISMIC FORCE RESISTING SYSTEM,CONTRACTOR SHALL (INTERNATIONAL CODE COUNCIL)APPROVED.ALL FASTENERS SHALL HILT/KWIK HUS-EZ ICC ESR-3027(CONC) FORSUB AP A WELDING PROCEDURE SPECIFICATION(WPS)IN ENGINEER BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS UNLESS ICC ESR-3056(CMU) FOR APPROVAL.PRIOR TO WELDING,EACH WPS SHALL INCLUDE ALL OTHERWISE SHOWN.SUBSTITUTED CONNECTIONS SHALL HAVE A NECESSARY INFORMATION REQUIRED BY AWS D1.1,AWS D1.4 AND TABULATED CAPACITY EQUAL TO OR GREATER THAN THE SPECIFIED SIMPSON TITEN HD ICC ESR- (CONIC) AWS D1.8 AND AS FOLLOWS: CONNECTOR. ICC ESR-1056 1056(CMU) A. APPLICABLE BASE METAL TYPES AND THICKNESSES. 6.2.6. CORROSION RESISTANT HARDWARE AND FASTENERS: DEWALTIPOWERS WEDGE BOLT+ ICC ESR-2526(CONIC) B. SKETCH OF JOINT INDICATING APPLICABLE DIMENSIONS. ICC ESR-1678(CMU) A. FASTENERS AND HARDWARE EXPOSED TO WEATHER OR IN INDIVIDUAL PASSES SHALL BE IDENTIFIED AND NUMBERED TO UNHEATED PORTIONS OF THE BUILDING SHALL BE MECHANICALLY IDENTIFY THE SEQUENCE.THE SKETCH SHALL IDENTIFY THE OR HOT DIPPED GALVANIZED PER ASTM B695-CLASS 55 OR ASTM w MAXIMUM THICKNESS AND BEAD WIDTH.IN NO CASE SHALL THE F. ADHESIVE ANCHORS SHALL BE THREADED ANCHOR RODS OR Al53-CLASS D.HARDWARE IN CONTACT WITH TREATED WOOD Z Q LAYER THICKNESS EXCEED 114"NOR THE BEAD WIDTH EXCEED 518." REBAR DOWELS USING AN INJECTABLE ADHESIVE AS NOTED IN SHALL CONFORM TO A MINIMUM GALVANIZED COATING OF G165 OR THE FOLLOWING TABLE.ANCHORS IN CONCRETE SHALL HAVE C. PREHEAT REQUIREMENTS. AS NOTED BELOW. Q W BEEN TESTED IN ACCORDANCE WITH ACI IC A AND/OR ICC-ES AG D. ELECTRICAL CHARACTERISTICS(I.E.,CURRENT,VOLTAGE,TRAVEL B. IF PRESERVATIVE TREATMENT USED IS ACZA(AMMONIACAL ANC308 HORS SHALL HAVE A CURRETE ENT SEISMIC APPLICATIONS. SPEED,ETC.). COPPER ZINC ARSENATE),IF THE CHEMICAL RETENTION LEVEL IS Q Z ANCHORS SHALL HAVE A CURRENT CODE REPORT THAT COMPLIES WITH THE CURRENT EDITION OF THE IBC AND SHALL 8E RATED FOR E. ELECTRODE REQUIREMENTS SHALL MEET THE REQUIREMENTS OF AWPA USE CATEGORY UC4A OR GREATER,OR IF THE O PRESERVATIVE TREATMENT USED IS NOT KNOWN,HARDWARE w USE IN THE SEISMIC DESIGN CATEGORY NOTED IN THE DESIGN AWS A5.I AWS A5.5,AWS A5.17,AWS A5.23,AWS A5.18,AWS A5.20, SHALL BE TYPE 316L STAINLESS STEEL.FASTENERS SHALL BE CRITERIA SECTION OF THESE NOTES. AWS A5.28,AND AWS A5.29,AS APPLICABLE FOR WELDING METHOD p USED. TYPE 304 OR 305 STAINLESS STEEL. 55. STEEL JOISTS AND JOIST GIRDERS C. HARDWARE IN MARINE ENVIRONMENT SHALL BE TYPE 316L � Z J . ADHESIVE ANCHORS CODE STAINLESS STEEL.FASTENERS SHALL BE TYPE 316 STAINLESS J IN CONCRETE REPORT 5.5.1. DESIGN LOADS SHALL BE AS STATED IN THE DESIGN CRITERIA STEEL,HOT DIPPED GALVANIZED TO ASTM Al 53-CLASS C,SILICON Q L SECTION OF THESE NOTES PLUS ANY SPECIAL LOADS INDICATED ON BRONZE,OR COPPER. rr THE DRAWINGS.UNLESS OTHERWISE NOTED,MINIMUM DESIGN D. IN THE EVENT OF A CONFLICT BETWEEN THE HARDWARE 0 C8 Q HILTI HIT HY-200 SAFE SET ICC ESR-3187 LOADS SHALL INCLUDE: MANUFACTURER'S RECOMMENDATIONS FOR SELECTING SIMPSON AT-XP IAPMO ER-263 A. WHERE PRIMARY ROOF MEMBERS ARE EXPOSED TO A WORK CORROSION-RESISTANT HARDWARE AND FASTENERS,THESE N DEWALT/POWERS PURE 110+ ICC ESR-3298 FLOOR A SINGLE NON-CONCURRENT CONCENTRATED LIVE LOAD NOTES,AND THE SPECIFICATIONS,THE MOST STRINGENT OF 2000 LBS SHALL BE LOCATED AT ANY PANEL POINT ALONG THE REQUIREMENT SHALL BE USED UNLESS APPROVED BY THE TRUSS BOTTOM CHORD. ENGINEER. 'SIMPSON SET-XP MAY BE USED WHERE BASE MATERIAL B. AT ROOF JOISTS AND JOIST GIRDERS,A MINIMUM NET UPLIFT LOAD 6.3. MINIMUM NAILING:PER IBC TABLE 2304.10.1 FASTENING SCHEDULE. TEMPERATURE IS ABOVE 50 DEGREES FAHRENHEIT OR FOR OF 10 PSF. 6.4. SHEATHING(PLYWOODIORIENTED STRAND BOARD) EMBEDMENT GREATER THAN 12-INCHES FOR LONGER GEL TIME. 5.5.2. STEEL JOISTS AND JOIST GIRDERS SHALL BE MANUFACTURED PER SEE ICC ESR-2508(CONC)AND IAPMO ER.265(MASONRY). THE LATEST EDITION OF THE STANDARD SPECIFICATIONS FOR STEEL EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION;ALL SHEATHING SHALL CONFORM TO STANDARD PS 2 G. POWDER ACTUATED FASTENERS:PDF'S OR PAPS SHALL BE A JOISTS AND JOIST GIRDERS PUBLISHED BY THE STEEL JOIST MINIMUM 0.157'DIA KNURLED SHANK FASTENER AS NOTED IN THE INSTITUTE, 108.THICKNESS,NUMBER OF PLIES AND LAY-UP AS SHOWN.ALL PLYWOOD FOLLOWING TABLE,UNLESS NOTED OTHERWISE.FASTENERS SHALL BE C-D INTERIOR WITH EXTERIOR GLUE OR AS NOTED ON THE DRIVEN INTOSTEELSHALL BE DRIVEN SO THAT THE POINT OF THE 5.5.3. ALL STEEL JOISTS AND JOISTS GIRDERS SHALL MANUFACTURED DRAWINGS GROUP OR II SPECIES.EXCEPT AS OTHERWISE FASTENER COMPLETELY PENETRATES THE STEEL BASE MATERIAL. BY A FABRICATOR CURRENTLY APPROVED BY ICCC FOLLOWING (INTERNATIONAL SHOWN,PROVIDE THE FOLLOWING MINIMUM NAILING:PANEL EDGES 10d AT 6" CONSULTANT CODE COUNCIL).MANUFACTURER SHALL BE A MEMBER OF SJI,AND ON CENTER,INTERMEDIATE SUPPORT 10d AT 12"ON CENTER.GAP SHEETS 118' AT TOPPING SLABS,PT SLABS OR SLABS WITH RADIANT HEAT ALL STEEL JOISTS AND JOIST GIRDERS SHALL BE SJI APPROVED. FORNxB'SHEETS AND 114"FOR 8'xV AND LARGER SHEETS.THE MOISTURE Lq TUBES EMBEDDED WITHIN THE SLAB,LIMIT THE PDF PENETRATION CONTENT SHALL NOT BE GREATER THAN 15%AT TIME OF ROOFING. TO 314"MAXIMUM AND COORDINATE WITH TENDONITUBE 5.5.4. THE MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND PLACEMENT AND COVER. CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER LICENSED IN 6.5. MANUFACTURED STRUCTURAL WOOD MEMBERS THE STATE OF THE PROJECT. 6.5.1. PARALLAM PSL POSTS AND COLUMNS SHALL BE PARALLAM 1.8E AS POWDER ACTUATED FASTENERS CODE REPORT 5.5.5. IT SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER,THE MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. GENERAL CONTRACTOR,AND THE ERECTOR TO MANUFACTURE AND PARALLAM PSL BEAMS SHALL BE PARALLAM 2.0E AS MANUFACTURED INSTALL ALL STEEL JOISTS AND JOIST GIRDERS IN CONFORMANCE BY WEYERHAEUSER OR APPROVED EQUIVALENT. TACOMA-SEATTLE-SPOKANE-TRI-CITIES HILTI X-U ICC ESR-2269 WITH THE MOST CURRENT OSHA RULES(OSHA 29 CFR PART 6.5.2. TIMBERSTRAND LSL STUDS SHALL BE TIMBERSTRAND 1.5E AS 1926.757). MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. 22 Notlh 301E Street,Suite 300 Tacoma,NJA984o3 SIMPSON PDPA ICC ESR-2138 5.5.6. LIMIT LIVE LOAD AND/OR SNOW LOAD DEFLECTION TO LING .5.3.FOR 6 MICROLLAM LVL MEMBERS SHALL BE MICROLLAM 1.9E AS 253.9.389.2422 TEL 25saes.2572 Fnx www.ahbLoam wee DEWALTIPOWERS CSI PIN ICC ESR-2024 FLOOR FRAMING MEMBERS AND L240 FOR ROOF FRAMING MEMBERS. MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUIVALENT. H. CONCRETE/MASONRY SCREWS SHALL BE AS NOTED IN THE 5.5.7. THE JOIST MANUFACTURER SHALL DESIGN THE JOISTS FOR UNIFORM �Rs tre xasgx0a FOLLOWING TABLE: LOADS INDICATED ON THE STRUCTURAL DRAWINGS AS WELL AS ALL R* oyy SPECIAL LOADS NOTED ON THE STRUCTURAL PLANS AND DETAILS. SPECIAL LOADS SHALL INCLUDE POINT LOADS FOR SUPPORT OF CONCRETE/MASONRY SCREWS CODE REPORT SECONDARY FRAMING,OVERFRAMING AND SUPPORTED EQUIPMENT (MECHANICAL UNITS,SUSPENDED EQUIPMENT,ETC.). P 6 w¢ 5.5.8. THE JOIST MANUFACTURER SHALL COORDINATE JOIST BRIDGING AT �AFsuase HILTI KWIK CON II+ - EXPOSED LOCATIONS FOR ARCHITECTURAL APPEARANCE.BRIDGING SJONet SIMPSON TITEN - LOCATIONS SHALL ALSO BE COORDINATED TO AVOID CONFLICTS WITH MECHANICAL DUCTWORK,SKYLIGHTS AND OTHER BUILDING SubmlttoIs/Revisions: DEWALTIPOWERS TAPPER+ ICC ESRJ068(CONC) SYSTEMS. ICC ESR-3196(MAS) PERMIT SUBMITTAL 04/19/19 6. CARPENTRY 5.2.6. METAL PROTECTION:ALL STEEL EXPOSED TO WEATHER,MOISTURE, DIMENSION LUMBER SHALL BE OF NO.2.SAWN LUMBER BEAMS,HEADERS AND SOIL,OR AS NOTED SHALL BE GALVANIZED PER ASTM A-123 OR Al 53 COLUMNS SHALL BE OF NO.1.OR AS SHOWN ON THE DRAWINGS.ALL 2"NOMINAL AS APPLICABLE.ALL OTHER STEEL SURFACES SHALL BE SHOP LUMBER SHALL BE KILN DRIED(KD).EACH PIECE OF LUMBER SHALL BEAR STAMP OF PRIMED AFTER FABRICATION. WEST COAST LUMBER INSPECTION BUREAU(WCLIB)AND/OR WESTERN WOOD LINTEL ANGLES SHALL HAVE A MINIMUM OF 1.5 OZ OF ZINC SPELTER PRODUCTS ASSOCIATION(WWPA)SHOWING GRADE MARK. PER SQUARE FOOT OF SURFACE AREA. 6.1. PRESSURE-PRESERVATIVE TREATMENT IN ACCORDANCE WITH AMERICAN REPAIR ALL DAMAGED AREAS OF GALVANIZED PARTS SUCH AS FIELD WOOD PROTECTION ASSOCIATION(AWPA)STANDARD U1,LATEST EDITION TO WELDS,ETC.APPLY REPAIR COATING THICKNESS GREATER THAN THE USE CATEGORY AS FOLLOWS: OR EQUAL TO ORIGINAL ZINC COATING THICKNESS. 6.1.1. TREAT ALL WOOD IN CONTACT WITH CONCRETE,MORTAR,GROUT, 5.2.7. STEEL COLUMNS:ALL VERTICAL LOAD CARRYING MEMBERS HAVE MASONRY AND WITHIN 12"OF EARTH TO THE REQUIREMENTS OF USE BEEN NOTED AS"COLUMNS'ON THE STRUCTURAL DRAWINGS.THIS CATEGORY UC2(INTERIORIDAMP). NOTATION DOES NOT IDENTIFY THESE MEMBERS AS"POSTS"OR 6.1.2. TREAT ALL WOOD EXPOSED TO WEATHER BUT PROTECTED BY PAINT 'COLUMNS"AS DEFINED BY THE LATEST OSHA RULES REGARDING OR COVER TO THE REQUIREMENTS OF USE CATEGORY UC3A(ABOVE COLUMN ANCHORAGE REQUIREMENTS(OSHA 29 CFR PARTS 1926.751 GROUND PROTECTED). AND 1926.755).THE GENERAL CONTRACTOR,STEEL DETAILER,AND Sheet Title: STEEL ERECTOR SHALL BE RESPONSIBLE TO DETERMINE THE 6.1.3. TREAT ALL WOOD EXPOSED TO WEATHER SUCH AS EXTERIOR CORRECT OSHA DESIGNATION OF EACH MEMBER REGARDLESS OF DECKING,JOISTS,BEAMS,RAILINGS,ETC TO THE REQUIREMENTS OF THE NOTATION SHOWN ON THE STRUCTURAL DRAWINGS. USE CATEGORY UI(ABOVE GROUND EXPOSED). STRUCTURAL NOTES 5.2.8. PRE-ENGINEERED STEEL STAIRS:THE STEEL STAIR MANUFACTURER 6.1.4. TREAT ALL WOOD IN CONTACT WITH THE GROUND,SOIL OR FRESH SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS SEALED BY A WATER TO THE REQUIREMENTS OF USE CATEGORY UC4A(GROUND Date: 04/19/19 PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECT. CONTACT GENERAL USE). 6.1.5. TREAT ALL LUMBER NOTED AS FIRE TREATED TO THE Design: AMP REQUIREMENTS OF USE CATEGORY UCFA(FIRE RETARDANT INTERIOR). Drawn: EDD 6.1.6. WHERE POSSIBLE,PRECUT MATERIAL PRIOR TO TREATMENT.ALL Project No: FIELD CUTS AND DRILLED HOLES SHALL BE FIELD TREATED IN J 2170892.20 ACCORDANCE WITH AWPA Md. Approved: DLB "s Building No: a Sheet No: 90.2 s COPYRIGHT NELSON/CRAFT 2019 11Y2"CLR MIN 180-DEGREE 48x BAR DIA(15' GAYTEWAY LLC. HOOK-LAP 48 x BAR MIN)TYP ALL ADDITIONAL#3 x 4'-0"ALL SIDES EXCAVATION PIPE SLEEVE CIA HORIZ REINF CORNER BARS 70F OPENING — III � IIII a a I III IIII a 1 —— O a a ° NELSON PLACE SPREADREINFTOCLEAR III C$ III a LAP 24 DIA WI ALTER- OPENING CUT NWF AS REQ'D — a New Architecture,Inc. U HORIZ REINF NATING IEII O IIII 'd a z 0 CORN BARS ER REINFORCING SHOWN IS FOR ITI—ITI IIII - z 3 J e EACH FACE OF WALL OR SLAB d C4, �' d d As ----- III— II- _ SHOWN THICKNESS GREATER THAN 6'- 2 i AT WALL ORSLABS6"ORLESS '1200 Fifth Avenue PLACE REINFORCING AT CL 1�� ----- —III O III Suite 1300 ————— —III- Seattle,WA 98101 'PIPE PARALLEL TO cp — —III- WALL -�—�' 206.408.8500 phone TYPICAL REINFORCING AT OPENINGS ;III ;III LESS THAN 12"IN CONC WALL OR SLAB NO EXCAVATION FOR PIPE —.NELSON—...- OR DUCTS PARALLEL TO FTG BELOW THIS LINE STEP AS REQ'D COMPACTED STRUCTURAL FILL OR LEAN CONCRETE AT NOTES: REINFORCING SHOWN IS FOR PROVIDE REINF AROUND OPENINGS TO REPLACE G.C.OPTION EACH FACE OF WALL OR SLAB NORMAL REINF INTERRUPTED BY OPENING-USE TYPICAL DETAIL OF PIPE AT CONCRETE FOOTING 1. VERTICAL REINFORCEMENT SHOWN IS ADDITIONAL THICKNESS GREATERTHAN 6"- AN AMOUNT ON EA EDGE EQUAL TO 112 THE IF NORMAL REINFORCEMENT IS NOT IN PROPER qg x BAR CIA AT WALL OR SLABS 6"OR LESS AMOUNT OF INTERRUPTED NORMAL REINF IN LOCATION. (15"MIN)TYP PLACEREINFORCINGATCL THE DIRECTION PARALLEL TO THAT EDGE-MIN 2. CORNER BARS ARE SAME SIZE AND SPACING AS SPLICE UNO SECTION HORIZONTAL REINFORCEMENT. J 3. 90-DEGREE HOOKS MAY BE SUBSTITUTED FOR CORNER BARS.SEE NOTE#5. w 4. REINFORCEMENT AT ALL WALL CORNERS,ENDS, 1/8"SAWCUT x 115 SLAB THICKNESS-1114" 1/8"SAWCUTx 1/5 SLAB THICKNESS-1114" Z 7 AN D INTERSECTIONS SHALL BE FABRICATED AND MIN-SAWCUT MUST BE MADE WITHIN 4 TO MIN-SAWCUT MUST BE MADE WITHIN 4 TO W PLACED IN ACCORDANCE WITH APPROPRIATE 12 HOURS AFTER CONCRETE HARDENS- 12 HOURS AFTER CONCRETE HARDENS- DETAIL SHOW BLADES SHALL NOT BE BLUNT AS TO STOP REINF AT SLAB TOOLED JOINT BLADES SHALL NOT BE BLUNT AS TO O CAUSE CHIPPING OF CONC-PROVIDE JOINT R-1/8" CAUSE CHIPPING OF CONC-PROVIDE 5. USE ACI MINIMUM 90 (1)#5 X 4'-0"EA CORNER TYP-DEGREE HOOK FOR JOINT SEALANT PER SPECIFICATIONS- JOINT SEALANT PER SPECIFICATIONS- EMBEDMENT LESS THAN 48 x BAR DIAMETERS INSTALL PER MFR RECOMMENDATIONS INSTALL PER MFR RECOMMENDATIONS Uj PAST FACE OF WALL. 6. CONCRETE WALLS SHOWN,MASONRY WALLS Z SIMILAR. !.r � T. WALL DETAILS seowN,FOOTING DETAILS SIMILAR. TYP III- L .III L.III- .III IIIII L.III- III .III III - L..III - ..III III .III III III III 00 Q SLAB REINF A 1'-2"GREASED SMOOTH MIN 3/4'DIA x 14"AT 12'OR DOWEL N TYPICAL REINFORCING AT ACROSS JOINT DOWEL AT 12"OC AT CL SLAB OR BASKETS OR PNA SQUARE DOWEL OPENINGS GREATER THAN 12"IN DIAMOND PL 3/8 x 4 1/2'AT 22'OC BASKET SYSTEM,TYP AT CJ PLAN VIEW-TYPICAL CONC WALL OR SLAB REINFORCEMENT PLACING TYPICAL CONTROL JOINT TYPICAL CONSTRUCTION JOINT TYPICAL CONTROL JOINT AT DETAIL UNREINFORCED SLAB SECTION SECTION SECTION L 4 1"=1'-0" CONSULTANT 314"CHAMFER TYP 1— ELEV PER ARCH Q NOTES: (T 0-MAX) TACOMA-SEATTLE-SPOKANE-TRI-CITIES 1. G.C.MAY CONSTRUCT WALL (2)#4 CONT TOP USING TILT-UP PANEL OF WALL 2215 NoM 301h Street,Suite 300 Tamura,WA 98403 CONSTRUCTION OR CAST IN 253.3B3.2422 TEL 253.383.2572 W W ahbl.mm WEB PLACE(USE 6"WALL FOR CIP). REINFORCING SAME SIZE 2. TILT-UP PANELS SHALL BE #4 FOOTING DOWELS ANDSPACINGASLONGIT MAXI MUM OF 25'-O'LENGTH WITH AT 12.00 R*c8 Nco.s. FOOTING REINF-LAP 2'-0" 3/4"JOINTS.CIP SHALL HAVE 3/4" /� m MIN W/LONGITUDINAL VERT CHAMFER AT 25'-0"OC #4 AT 12"OC \b FOOTING REINF HORIZONTAL 3. CONTRACTORSHALL COORDINATE JOINT LOCATIONS 4 TILT UP PANEL AND ANY REVEAL PATTERN AS PO�°s2aAL � REQUIREDBYARCH SIONAL (2)#5 CONT AT BOTTOM OF Su b In Itto Is/Revisions: PANEL(NOT REQ AT CIP) PERMIT SUBMITTAL 04/19/19 EXTERIOR GRADE PER CIVIL 6"CONC SLAB ON GRADE-REINF W/#4 4'-0'MIN d III= =III= AT 18'OC EA WAY =I I�L=1 50 e I IIII 3/4"MIN � =1 I� =1 aI=1 12 N z°MAT da 12 z r PROVIDE V-0'WIDE LEG = FOOTING THICKNESS PER I 1 - = =1 AT EACH END OF EACH PLAN AND DETAILS T—r I (2)#5 CONT BOTTOM- TILT-UP PANEL FOR IIF 1 lI=II III— I—II I E =II = _ PANEL ERECTION AND _ III III III-' BREAK LEGS AT LEVELING PRIOR TO - I,,,II;III, MIN DIMENSION SAME AS J Sheet Title: FTG THICKNESS TILT-UP PANEL LEGS FOOTING PLACEMENT 2'-0'x 2'-0'x 0'-8'CONCRETE 1, TYPICAL LONG FTG REINF FORM AND GROUT VERT LEVELING PAD EA END OF 8' 2 R TYPICAL DETAILS PANEL JOINT BELOW GRADE EACH PANEL FOR PANEL 6"AT CIP FIRM UNDISTURBED SOIL PLACEMENT PRIOR TO 2'-0" Date: 04/19/19 FOOTING PLACEMENT-OMIT IF WALL IS CAST IN PLACE.OK Design: AMP TYPICAL STEPPED FOOTING TO USE BLDG WALL FOOTING AT TILT-UP WALLS Drawn: EDD TYPICAL AT TRASH ENCLOSURE Project No: 2170892.20 SECTION �e� SECTION �c� Approved: DLB � v 1" = 1'-0" Building No: a Sheet No: So,3 s COPYRIGHT NELSON/CRAFT 2019 11. STATEMENT OF SPECIAL INSPECTIONS 13. REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE AISC 360 TABLE N5.4-3 GAYTEWAY LLC. CONSTRUCTION IBC 51 SO TITLE IBC TABLE 1705.3 3. AFTER WELDING,VERIFY AND INSPECT THE FOLLOWING: 1705.2 ✓ ✓ STEEL CONSTRUCTION SEE TABLES 15A,15B,15C,15D,AND 15E) CONTINUOUS PERIODIC A. WELDS CLEANED NIR ✓ ( REFERENCED IBC B. SIZE,LENGTH,AND LOCATION OF WELDS ✓ NIR 1705.3 ✓ ✓ CONCRETE CONSTRUCTION(SEE TABLE 13) SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL STANDARD REFERENCE 1705.5 ✓ ✓ SITE BUILT WOOD CONSTRUCTION INSPECTION INSPECTION C. 1 CRACKELDS EETHIBITI ACCEPTANCE CRITERIA 1. INSPECT REINFORCEMENT,INCLUDING ACI 318: 1)CRACK PROHIBITION ✓ NIR NELSON 1705.E ✓ NIR SOILS(SEE TABLE 12A) PRESTRESSING TENDONS,AND VERIFY N� ✓ CH.20,25.2, 19084 2)WELD TO BASE METAL FUSION ✓ NIR 1705.12.1 PLACEMENT 25.3,26.6.1- ✓ ✓ STRUCTURAL STEEL-SEISMIC FORCE RESISTING SYSTEM 3)CRATER CROSS SECTION ✓ NIR 1705.12.1 26.6.3 4)WELD PROFILES ✓ NIR NeICO Architecture,Inc. 1705.12.2 ✓ ✓ STRUCTURAL WOOD-SEISMIC FORCE RESISTING SYSTEM 2. REINFORCING BAR WELDING: 5)WELD SIZE ✓ NIR A. VERIFY WELDABILITY OF REINFORCING BARS NIR ,/ AWS DIA 6)UNDERCUT ✓ NIR OTHER THAN ASTM A706 ACI 318:26.6.4 7)POROSITY ✓ NIR SI =SPECIAL INSPECTION B. INSPECT SINGLE-PASS FILLET WELDS,MAXIMUM NIR y16' D. ARC STRIKES ✓ NIR Suite'1300 SO =STRUCTURAL OBSERVATION C. INSPECT ALL OTHER WELDS ✓ NIR E. k-AREA ✓ NIR Seattle,WA 98101 ✓ =ITEM IS REQUIRED 3. INSPECT ANCHORS CAST IN CONCRETE NIR ✓ ACI 318:17.8.2 F. BACKING REMOVED AND WELD TABS REMOVED,IF REQUIRED ✓ NIR NIR =ITEM IS NOT REQUIRED 4. INSPECTION OF ANCHORS POST-INSTALLED IN G. REPAIR ACTIVITIES ✓ NIR 206.408.8500 phone HARDENED CONCRETE MEMBERS DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR SPECIAL INSPECTIONS INDICATED ARE FOR STRUCTURAL ELEMENTS ONLY.SEE ARCH,MECH AND ELEC DRAWINGS FOR A. ADHESIVE ANCHORS INSTALLED IN H. MEMBER ✓ NIR www.N ELSONww.com ADDITIONAL SPECIAL INSPECTIONS. HORIZONTALLY OR UPWARDLY INCLINED ✓ NIR ACI 318: 11.1. INSPECTION/TESTING REQUIREMENTS: ORIENTATIONS TO RESIST SUSTAINED TENSION 17.8.2.4 LOADS SEE DRAWINGS,SPECIFICATIONS,AND IBC SECTIONS 110,AND CHAPTER 17. B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NIR ✓ ACI 318:17.8.2 15.B REQUIRED SPECIAL INSPECTION AND TESTS OF STRUCTURAL STEEL 11.2. INSPECTIONS BY THE BUILDING OFFICIAL(IBC SECTION 110): NOT DEFINED IN 4A CONSTRUCTION-INSPECTION OF BOLTING 5. VERIFY USE OF REQUIRED DESIGN MIX ACI 318: 19041 1904 2 11.2.1. FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADE AFTER EXCAVATIONS ARE COMPLETE AND ANY REQUIRED NIR ✓ CH.19,26.4.3, CONTINUOUS PERIODIC REINFORCING IS IN PLACE.ANY REQUIRED FORMS SHALL BE IN PLACE PRIOR TO INSPECTION. 26A.4 1908.2,1908.3 SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL REFERENCED 11.2.2. CONCRETE SLAB AND UNDER FLOOR INSPECTIONS SHALL BE MADE AFTER ALL IN SLAB OR UNDER FLOOR 6. PRIOR TO CONCRETE PLACEMENT,FABRICATE INSPECTION INSPECTION STANDARD REINFORCING,CONDUIT,PIPING AND OTHER ANCILLARY EQUIPMENT ITEMS AND ACCESSORIES ARE IN PLACE BUT SPECIMENS FOR STRENGTH TESTS,PERFORM ASTM C 172 SLUMP AND AIR CONTENT TESTS,AND ✓ NIR ASTM C 31 1908.10 AISC 360 TABLE N5.6-1 PRIOR TO CONCRETE PLACEMENT OR FLOOR SHEATHING INSTALLATION. ACI318:26.4, DETERMINE THE TEMPERATURE OF THE 2612 11.2.3. FRAMING INSPECTIONS SHALL BE MADE AFTER ALL SHEATHING,FRAMING,BLOCKING AND BRACING ARE COMPLETE CONCRETE 1. PRIOR TO BOLTING,VERIFY AND INSPECT THE FOLLOWING: AND ALL PIPES,DUCTS,ELECTRICAL,PLUMBING,ETC.,ARE INSTALLED AND APPROVED PRIOR TO COVER. 7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION NIR ACI 1908.6 1908.7, LLB A. MANUFACTURER'S CERTIFICATIONS FOR FASTENER MATERIALS ✓ NIR ✓ 11.2.4. IN ADDITION TO THE INSPECTIONS SPECIFIED ABOVE,THE BUILDING OFFICIAL IS AUTHORIZED TO MAKE OR REQUIRE 1968.8 B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS NIR ✓ Z OTHER INSPECTIONS ANY CONSTRUCTION WORK TO ASCERTAIN COMPLIANCE WITH THE PROVISIONS OF THE IBC OR TECHNIQUES OTHER LAWS ENFORCED BY THE BUILDING OFFICIAL. 8. VERIFY MAINTENANCE OF SPECIFIED CURING NIR ,/ ACI 318:26.5.3- 1908 9 C. PROPER FASTENER SELECTED FOR JOINT DETAIL NIR ✓ AISC 360 A3.1 TEMPERATURE AND TECHNIQUES 26.5.5 D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL NIR ✓ w 11.3. STRUCTURAL TESTS AND SPECIAL INSPECTIONS(IBC CHAPTER 17): 9. INSPECT PRESTRESSED CONCRETE FOR: E. CONNECTING ELEMENTS,INCLUDING THE APPROPRIATE FAYING 11.3.1. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. A. APPLICATION OF PRESTRESSING FORCES ✓ NIR ACI 318:26.10 SURFACE CONDITIONS AND HOLE PREPARATION,IF SPECIFIED, NIR B. GROUTING OF BONDED PRESTRESSING TENDONS MEET APPLICABLE REQUIREMENTS O ✓ Q Z 11.3.2. STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF IN THE SEISMIC FORCE RESISTING SYSTEM `� NIR F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION w CHAPTER 17 OF THE IBC AS WELL AS ANY ADDITIONAL REQUIREMENTS OF THE BUILDING OFFICIAL.OMISSION FROM 10. INSPECT ERECTION OF PRECAST CONCRETE PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ✓ NIR THE LIST BELOW OF TESTING AND INSPECTION REQUIREMENTS SHALL NOT RELIEVE THE CONTRACTOR FROM NIR ✓ ACI 318:26.8 PROVIDING TESTING AND INSPECTION REQUIRED BY THE SPECIFICATIONS,THE IBC AND THE BUILDING OFFICIAL. MEMBERS ASSEMBLIES AND METHODS USED 11. VERIFY INSITU CONCRETE STRENGTH,PRIOR TO G. PROPER STORAGE PROVIDED FOR BOLTS,NUTS,WASHERS,AND NIR ✓ J � z 11.3.3. TESTING AND SPECIAL INSPECTIONS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF CHAPTER 17 STRESSING OF TENDONS IN POST-TENSIONED OTHER FASTENER COMPONENTS OF THE IBC FOR THE ITEMS LISTED IN THIS SECTION. CONCRETE AND PRIOR TO REMOVAL OF SHORES NIR ✓ ACI 318:26.11.2 Q LL' AND FORMS FROM BEAMS AND STRUCTURAL AISC 360 TABLE N5.6-2 Tfr 11.4. STRUCTURAL OBSERVATION SLABS PYS O Q ACI 318: 11.4.1. STRUCTURAL OBSERVATION SHALL BE PERFORMED DURING CONSTRUCTION IN A MANNER AS REQUIRED TO BECOME 12. INSPECT FORMWORK FOR SHAPE,LOCATION AND 2. DURING BOLTING,VERIFY AND INSPECT THE FOLLOWING: 1 GENERALLY FAMILIAR WITH THE IN PLACE CONSTRUCTION. DIMENSIONS OF THE CONCRETE MEMBER BEING NIR ✓ A. FASTENER ASSEMBLIES,OF SUITABLE CONDITION,PLACED IN ALL FORMED 26'11'12(b) HOLES AND WASHERS(IF REQUIRED)ARE POSITIONED AS NIR CV ✓ 11.4.2. STRUCTURAL OBSERVATION EXTENT SHALL BE AS INDICATED ABOVE.TIMING AND DURATION OF OBSERVATIONS SHALL REQUIRED BE COORDINATED WITH THE GENERAL CONTRACTOR DURING CONSTRUCTION. B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE 11.4.3. CONSTRUCTION OBSERVATION REPORTS AND FINDINGS SHALL NOT BE VIEWED AS A WARRANTY OR GUARANTEE BY PRETENSIONING OPERATION NIR ✓ THE STRUCTURAL ENGINEER. 13.1. CONCRETE:SPECIAL INSPECTION AND TESTING PER IBC TABLE 1705.3 AS NOTED IN TABLE 13,INCLUDING: C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED 13.1.1. CONTINUOUS SPECIAL INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. FROM ROTATING NIR 11.5. SPECIAL INSPECTOR:SHALL BE CURRENTLY CERTIFIED. ✓ 11.5.1. THE SPECIAL INSPECTOR SHALL OBSEERVERVE D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN 13.1.2. CONTINUOUS SPECIAL INSPECTION OF BOLTS INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF SPECIFICATION,PROGRESSING SYSTEMATICALLY FROM THE MOST NIR ✓ DRAWINGS AND SPECIFICATIONS. CONCRETE. RIGID POINT TOWARD THE FREE EDGES 11.5.2. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL,ENGINEER OF RECORD, 13.1.3. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE SHALL BE AS ARCHITECT OF RECORD,AND OTHER DESIGNATED PERSONS.ALL DISCREPANCIES SHALL BE BROUGHT TO THE DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE(ICC,IAPMO,ETC.). AISC 360 TABLE N5.6-3 IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION,THEN,IF NOT IN CONFORMANCE,TO THE 15.A REQUIRED SPECIAL INSPECTION AND TESTS OF STRUCTURAL STEEL 3. AFTER BOLTING,VERIFY AND INSPECT THE FOLLOWING: PROPER DESIGN AUTHORITY AND BUILDING OFFICIAL. CONSULTANT CONSTRUCTION-INSPECTION OF WELDING A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED NIR 01 11.5.3. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL CONNECTIONS INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE CONTINUOUS PERIODIC _ WORKMANSHIP PROVISIONS OF THE IBC.. SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL REFERENCED INSPECTION INSPECTION STANDARD AISC TABLE N5.4-1 15.E REQUIRED SPECIAL INSPECTION AND TESTS OF OPEN-WEB STEEL Q IBC TABLE 1705.E STANDARD 12A.REQUIRED SPECIAL INSPECTIONS AND TEST OF SOILS JOIST AND JOIST GIRDERS 1. PRIOR TO WELDING,VERIFY AND INSPECT THE FOLLOWING: CONTINUOUS PERIODIC A. WELDING PROCEDURE SPECIFICATIONS(WPS) ✓ NIR SPECIAL INSPECTION OR TEST TYPE SPECIAL SPECIAL REFERENCED TACOMA-SEATTLE-SPOKANE-TRI-CITIES B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES ✓ NIR AISC 360 A3.5 INSPECTION INSPECTION 2215 N. 301h So- t,S.I�300 Tamura,WA 98403 SPECIAL INSPECTION OR TEST TYPE CONTINUOUS PERIODIC SPECIAL Fnx SPECIAL INSPECTION INSPECTION C. MATERIAL IDENTIFICATION OF STRUCTURAL STEEL MEMBERS NIR ✓ AISC 360 A3.1 18C TABLE 1705.2.3 253.313.2422 TEL 253ae3.2572 -ahbl.mm wee 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO NIR ✓ D. WELDER IDENTIFICATION SYSTEM NIR ✓ ACHEVE THE DESIGN BEARING CAPACITY E. FIT-UP OF GROOVE WELDS,INCLUDING JOINT GEOMETRY 1. INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE NIR ✓ 1)JOINT PREPARATION NIR ✓ A. END CONNECTIONS-WELDED OR BOLTED NIR ✓ SJI oe xasg" Oa REACHED PROPER MATERIAL SPECIFICATIONS 2)DIMENSIONS:ALIGNMENT,ROOT OPENING,ROOT FACE,BEVEL NIR ✓ 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIAL NIR ✓ B. BRIDGING-HORIZONTAL OR DIAGONAL Sill \b ✓ ✓ 4. VERIFY USE OF PROPER MATERIALS,DENSITIES,AND LIFT THICKNESSES 3)CLEANLINESS:CONDITION OF STEEL SURFACES NIR NIR,i NIR 4)TACKING:TACK WELD QUALITY AND LOCATION NIR ✓ SPECIFICATIONS DURING PLACEMENT AND COMPACTION OF COMPACTED FILL 5. PRIOR TO PLACEMENT OF COMPACTED FILL,INSPECT SUBGRADE AND VERIFY NIR ✓ 5)BACKING TYPE AND FIT(IF APPLICABLE) NIR ✓ Pp8'w4 THAT SITE HAS BEEN PREPARED PROPERLY F. CONFIGURATION AND FINISH OF ACCESS HOLES NIR ✓ 14.1. STRUCTURAL STEEL CONSTRUCTION: G. FIT-UP OF FILLET WELDS SJONAL 1)DIMENSIONS:ALIGNMENT,GAPS AT ROOT NIR ✓ SPECIAL INSPECTION AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS SHALL BE IN ACCORDANCE WITH THE 12.1. SPECIAL INSPECTIONS AND TESTS FOR EXISTING SITE SOIL CONDITIONS,FILL PLACEMENT,AND LOAD-BEARING REQUIREMENTS 2 CLEANLINESS:CONDITION OF STEEL SURFACES NIR v/ QUALITY CONTROL AND QUALITY ASSURANCE REQUIREMENTS OF AISC 360,AS NOTED IN TABLES 15A,15B,15C,AND AWS D1.1,INCLUDING: Su b mitto Is/Revisions: PER IBC 1705.6.,AS NOTED IN TABLE 12A. 3)TACKING:TACK WELD QUALITY AND LOCATION NIR ✓ 14.1.1. INSPECTION OF ERECTED STEEL SYSTEM. 12.1.1. THE APPROVED SI O ALS$HALL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED H. CHECK WELDING EQUIPMENT NIR ✓ PERMIT SUBMITTAL 04/19/19 DESIGN PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE. 14.1.2. REVIEW OF MATERIAL TEST REPORTS AND CERTIFICATIONS FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS. AISC 360 TABLE N5.4-2 14.1.3. OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION OF IN-PROCESS AND COMPLETED WELDS SHALL BE AS FOLLOWS: 2. DURING WELDING,VERIFY AND INSPECT THE FOLLOWING: A. VERIFY THAT WELD FILLER MATERIAL AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE CONFORM TO AWS A. USE OF QUALIFIED WELDERS NIR ✓ SPECIFICATION SPECIFIED.VERIFY WELDERS ARE CERTIFIED BY WABO,THAT PROPER ELECTRODES IN OVEN B. CONTROL AND HANDLING OF WELDING CONSUMABLES DRY CONDITIONS ARE USED,AND THAT PROPER METHODS AND PREPARATIONS ARE USED. 1)PACKAGING NIR ✓ B. PERIODIC SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED FOR SINGLE PASS FILLET WELDS LESS 2)EXPOSURE CONTROL NIR ✓ THAN OR EQUAL TO 5116'AND FLOOR AND DECK WELDS. C. NO WELDING OVER CRACKED TACK WELDS NIR ✓ C. CONTINUOUS SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED ON COMPLETE AND PARTIAL D. ENVIRONMENTAL CONDITIONS PENETRATION GROOVE WELDS AND FILLET WELDS GREATER THAN 5116'. 1)WIND SPEED WITHIN LIMITS NIR ✓ 2)PRECIPITATION AND TEMPERATURE NIR ✓ D. ALL WELDS SHALL BE CHECKED VISUALLY. E. WELDING PROCEDURE SPECIFICATIONS FOLLOWED E. ALL SHOP AND FIELD WELDING SHALL BE SUBJECT TO INSPECTION BY A WABO CERTIFIED WELDING INSPECTOR 1)SETTINGS ON WELDING EQUIPMENT NIR ✓ EMPLOYED BY THE OWNER.THE INSPECTOR SHALL UTILIZE RADIOGRAPHIC,ULTRASONIC,OR MAGNETIC 2)TRAVEL SPEED NIR ✓ PARTICLE TESTING AND ANY OTHER AID TO VISUAL INSPECTION THAT MAY BE DEEMED NECESSARY TO ASSURE 3)SELECTED WELDED MATERIALS NIR ✓ THE ADEQUACY OF WELDING.THE OWNER SHALL CARRY OUT TESTING AND INTERPRETATION AT ANY STAGE Sheet Title: AFTER WELDING. 4)SHIELDING GAS TYPE AND FLOW RATE NIR ✓ F. 10%OF ALL FILLET WELDS SHALL BE CHECKED BY MAGNETIC PARTICLE TESTING. 5)PREHEAT APPLIED NIR ✓ TESTING AND INSPECTION NOTES 6)INTERPASS TEMPERATURE MAINTAINED NIR ✓ G. 100%OF ALL COMPLETE PENETRATION WELDS SHALL BE CHECKED BY ULTRASONIC TESTING. 7)PROPER POSITION NIR ✓ H. ALL WELDS FOUND DEFECTIVE AND REPAIRED SHALL BE REINSPECTED BY THE SAME METHOD ORIGINALLY Date: 04/19/19 F. WELDING TECHNIQUES USED.THE COST OF REPAIR AND REINSPECTION SHALL BE BORNE BY THE CONTRACTOR. 1)INTERPASS AND FINAL CLEANING NIR ✓ I. STANDARDS FOR ACCEPTANCE SHALL BE AS GIVEN IN AWS D1.1. Design: AMP 2)EACH PASS WITHIN PROFILE LIMITATIONS NIR ✓ 14.1.4. OBSERVATION OF BOLTING OPERATIONS. Drawn: 3)EACH PASS MEETS QUALITY REQUIREMENTS NIR ✓ EDD 14.1.5. CONTINUOUS SPECIAL INSPECTION SHALL BE PERFORMED FOR EACH JOINT OR MEMBER.PERIODIC SPECIAL INSPECTION SHALL BE PERFORMED ON ITEMS ON A RANDOM BASIS.PERIODIC SPECIAL INSPECTION NEED NOT DELAY Project No: 2170892.20 FABRICATION OR ERECTION OPERATIONS. Approved: DLB NOTES CONTINUE ON SHEET S0.5 Building No: a Sheet No: 90.4 s COPYRIGHT NELSON/CRAFT 2019 KEY TO ABBREVIATIONS AS ANCHOR BOLT GAYTEWAY LLC. 14.1.6. OPEN-WEB STEEL JOISTS AND JOIST GIRDERS: ADDL ADDITIONAL L ANGLE SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS SHALL BE IN ACCORDANCE WITH TABLE 15E. ADJ ADJACENT LLH LONG LEG HORIZONTAL AFF ABOVE FINISH FLOOR LLV LONG LEG VERTICAL 14.1.7. EPDXY ANCHORS:SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE OR ARCH ARCHITECTURAL,ARCHITECT LOC LOCATION MASONRY SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE(ICC,IAPMO,ETC.). ASD ALLOWABLE STRESS DESIGN MB MACHINE BOLT SLOG BLOCKING MECH MECHANICAL 14.1.8. EXPANSION ANCHORS:SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE BM BEAM MFR MANUFACTURER OR MASONRY SHALL BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE(ICC,IAPMO, BNDY BOUNDARY MIW MALLEABLE IRON WASHER ETC.). BST BOTTOM NS NEAR SIDE NELSON ERG BEARING NTS NOT TO SCALE 15.1. REQUIRED VERIFICATION AND INSPECTION OF WOOD CONSTRUCTION: BS BOTH SIDES NWr NORMAL WEIGHT 16.1.1. SPECIAL INSPECTION OF THE FABRICATION PROCESS OF PREFABRICATED WOOD STRUCTURAL ELEMENTS AND BTWN BETWEEN O/ OVER ASSEMBLIES SHALL BE IN ACCORDANCE WITH IBC SECTION 1704.2.5. BU BUILT UP OC ON CENTER Neloo Architecture,Inc. CIP CASTIN PLACE O.F. OUTSIDE FACE 15.1.2. SPECIAL INSPECTION OF SITE BUILT WOOD ASSEMBLIES SHALL BE AS FOLLOWS: CJ CONSTRUCTION/CONTROL JOINT OPP OPPOSITE HAND CL CENTERLINE OSB ORIENTED STRAND BOARD A. HIGH-LOAD DIAPHRAGMS SHALL BE INSTALLED WITH SPECIAL INSPECTION AS INDICATED IN IBC SECTION 1704.2. CLG CEILING PC PRE-CAST THE SPECIAL INSPECTOR SHALL INSPECT THE WOOD STRUCTURAL PANEL SHEATHING TO ASCERTAIN WHETHER CLR CLEAR PDF POWER DRIVEN FASTENERS,PAF IT IS THE GRADE AND THICKNESS SHOWN ON THE CONSTRUCTION DOCUMENTS.THE SPECIAL INSPECTOR CMU CONCRETE MASONRY UNIT PAF POWER ACTUATED FASTENERS,PDF 1200 Fifth Avenue SHALL VERIFY THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES,NAIL OR STAPLE COL COLUMN PERP PERPENDICULAR Suite 1300 DIAMETER AND LENGTH,THE NUMBER OF FASTENER LINES,AND SPACING BETWEEN FASTENERS IS AS SHOWN CO CONCRETE PL PLATE Seattle,WA 98101 ON THE CONSTRUCTION DOCUMENTS. CON CONNECT,CONNECTION PLF POUNDS PER LINEAR FOOT Co CONTINUOUS PNL PANEL 206.408.8500 phone 15.2. SPECIAL INSPECTIONS AND TESTING FOR SEISMIC RESISTANCE: CSK COUNTERSINK PE,PRE-ENGR PRE-ENGINEERED CTR CENTER PROV PROVIDE www.N ELSONww.com 15.2.1. SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC 1705.12 SHALL BE REQUIRED FOR SEISMIC FORCE-RESISTING CVR COVER PW PLYWOOD SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C,D.E OR F FOR THE FOLLOWING: DIA DIAMETER REF REFERENCE A. SPECIAL INSPECTIONS OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE ELEV ELEVATION REINF REINFORCE,REINFORCEMENT REQUIREMENTS OF AISC 341. EMS EMBEDMENT READ REQUIRED ENGR ENGINEER RF ROOF B. PERIODIC SPECIAL INSPECTION OF NAILING,BOLTING,ANCHORING AND OTHER FASTENING OF WOOD EQ EQUALIEQUIVALENT SCHED SCHEDULE COMPONENTS WITHIN THE SEISMIC FORCE RESISTING SYSTEM,INCLUDING WOOD SHEAR WALLS,WOOD EQUIV EQUIVALENT SHTG SHEATHING DIAPHRAGMS,DRAG STRUTS,BRACES,SHEAR PANELS AND HOLDOWNS.SPECIAL INSPECTION IS NOT ES EACH SIDE SIM SIMILAR REQUIRED FOR SHEARWALLS,SHEAR PANELS,OR DIAPHRAGMS INCLUDING NAILING,BOLTING,ANCHORING AND EW EACH WAY BOGSIMP SLAB ON STRONG-TIE OTHER FASTENING TO OTHER COMPONENTS OF THE MAIN SEISMIC FORCE RESISTING SYSTEM WHERE THE EX E%,EXIST EXISTING BOG SLAB ONGRADE EXP EXPANSION SPCG SPACING FASTENER SPACING OF THE SHEATHING IS GREATER THAN 41NCHES ON CENTER. EXT EXTERIOR SO SQUARE C. PERIODIC SPECIAL INSPECTION OF WELDING OPERATIONS OF COLD-FORMED STEEL ELEMENTS OF THE SEISMIC FDN FOUNDATION STIFF STIFFENER FORCE-RESISTING SYSTEM. FF FINISH FLOOR SW SHEARWALL FFE FINISH FLOOR ELEVATION T8G TONGUE AND GROOVE 15.2.2. TESTING AND QUALIFICATION FOR SEISMIC RESISTANCE PER IBC 1705.13 SHALL BE REQUIRED FOR SEISMIC FORCE- FOC FACE OF CONCRETE THK THICK w RESISTING SYSTEM IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C,D,E OR F FOR THE FOLLOWING: FOM FACE OF MASONRY THIRD THREADED FOS FACEOF STUD T.O. TOP OF Z Q A. NONDESTRUCTIVE TESTING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY PS FAR SIDE TOC TOP OF CONCRETE ASSURANCE REQUIREMENTS OF AISC 341. FTG FOOTING TOF TOP OF FOOTING w GA GAGE TOPL TOP OF PLATE GALV GALVANIZED TOS TOP OF STEEL O GC GENERAL CONTRACTOR TOW TOP OF WALL GL GLUE LAMINATED TNS,TRANSV TRANSVERSE GLB GLUELAMINATED BEAM TRTRA D TREATED w 2 GWB GYPSUM WALL BOARD TS TUBE STEEL(HSS) Q HGR HANGER TYP TYPICAL HSS HOLLOW STEEL SECTION UNO UNLESS NOTED OTHERWISE HT HEIGHT WI WITH J Z I.F. INSIDE FACE WIO WITHOUT J INT INTERIOR WF WI DIE EA Q Q JNT JOINT WHS WELDED HEADED STUD JST JOIST WrS WELDED THREADED STUD fv, O K,KIPS KIPS=1000 LES WWF WELDED WIRE FABRIC 1 1 N CONSULTANT 1� 0 TACOMA-SEATTLE-SPOKANE-TRI-CITIES 2215 N°M 301h Street,Su Re 300 T....,WA 98403 253.3B3.2422 TEL 253.383.2572 W —ahb. WEB AL l 8q,4 PA��"i'ussNv �4W JONALGl Submittals/Revisions: PERMIT SUBMITTAL 04/19/19 Sheet Title: TESTING AND INSPECTION NOTES Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 Approved: DLB "s Building No: a Sheet No: \S, 0,5 s COPYRIGHT NELSON/CRAFT 2019 F E D C B A FOUNDATION NOTES: 1. SEE SHEET So.1 FOR GENERAL NOTES.SEE SHEET SO.3 FOR TYPICAL DETAILS.SEE SHEET 50.4 FOR TESTING AND INSPECTION NOTES. G A VTEW A V I I C, 45'-0' S0'-0' 50'-0' 50'-0' 50'-0' �lH I CVV h1 I LL 2. SEE GEOTECHNICAL ENGINEERING REPORT FOR ALL FOUNDATION AND SLAB SUPPORT REQUIREMENTS.THIS INCLUDES ALL EXCAVATION,FILL AND FILL PLACEMENT ❑10 s o o __ o Ido ® '❑' 7REQUIREMENTS. r — i ——— ——————————————— ———————————— — - 3. SEE ARCHITECTURAUMECHANICAL DRAWINGS FOR DRAINS,SLOPES,AND OTHER FLOOR ❑' — —_ __❑'_ DEPRESSIONS NOT SHOWN. r——————— 4. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS,ELEVATIONS,AND WALLS NOT ❑ NELSON SHOWN. 5. VERIFY ALL WINDOW AND DOOR WIDTH AND HEIGHTS WITH ARCHITECTURAL III Architecture,Inc. 0 o DRAWINGS. o 6. LOCATIONS OF COLUMNS LOCATED IN WALLS ARE SHOWN SCHEMATICALLY ON J STRUCTURAL DRAWINGS.THE CONTRACTOR IS TO COORDINATE LOCATION OF COLUMNS rr L D WITH ARCHITECTURAL DRAWINGS. 1200 Fifth Avenue Suite 9300 7. COLUMNS NOT SPECIFICALLY LOCATED BY DIMENSIONS SHALL BE LOCATED ADJACENT Seattle,WA 98'101 ❑� ^ TO ' AS DIMENSIONED BY THE ARCHITECT.SEE ARCHITECTURAL DRAWINGS FOR 0 4> � © � -L ---�— 2 DETAILS AT ALLWINDOW AND DOOR JAMBS. 206.408.8500 phone L_T r o 0 8. SEE ARCHITECTURAL DRAWINGS FOR STUD SIZE,SPACING,AND CALLOUTS AT LO _i —.NELSON—...- NONSTRUCTURAL WALLS. O ❑' 9. FOR TYPICAL CONNECTION OF NON-LOAD BEARING WALLS TO SLAB,USE POWER ACTUATED FASTENERS AT 16"O.C. - 10. PANEL DIMENSIONS SHOWN ARE TO CENTERLINE OF PANEL JOINT.SEE SEE SHEET S 1.2 ———————— a ARCHITECTURAL DRAWINGS FOR ADDITIONAL PANEL DIMENSIONS. 11. ELEVATIONS OF PANELS ARE SHOWN ON SHEET 55.1 THRU 55.4. ® ❑A 12. UNLESS NOTED OTHERWISE,TILT-UP PANEL ELEVATIONS SHOW PANELS VIEWED FROM INSIDE INS OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR. LEGEND: W Z❑I I I STEP FOOTING LOCATION-SEE DETAIL SIS0.3. � 1 1 1 Q ❑ o J y S Uj '❑' CAST IN PLACE CONCRETE WALL.SEE PLAN AND DETAILS FOR Q z ILL o REINFORCING REQUIREMENTS. Z O D ❑ W p TILT- FOR AID JOINT LOCATIONS,SEE TILT-UP CONCRETE PANEL '❑' D ELEVATIONS ON SHEETS S5.I THRU S5.4. .� J <.O z D ®� - - - Q Lo J 4 T PANEL JOINT BETWEEN TILT-UP CONCRETE WALL PANELS. /� O fr Q L J o (VI ❑ II° FOOTING SCHEDULE 0 II I I Lr J 4 MARK SIZE REINFORCING REMARKS ❑ o F4.0 4'-0"x 4'-0'xV-0- (4)#5 EACH WAY AT BOTTOM OF FOOTING L s F5.0 5'-0'x 5'-0"x V-0' (5)#5 EACH WAY AT BOTTOM OF FOOTING f ❑� r O F6.0 6'-0'x 6'-0"x1'-0' (6)#5 EACH WAY AT BOTTOM OF FOOTING ❑x ^ ^ ^ F9.0 9'-0'x T-o"x 1'4' (9)#6 EACH WAY AT BOTTOM OF FOOTING CONSULTANT FOOTINGS SCHEDULE NOTES: 1— '❑' 1. TOP OF FOOTING ELEVATION-0'-6'UNLESS NOTED OTHERWISE ON PLAN. 2. FOOTING DESIGN BASED ON 1500 PSF ALLOWABLE SOIL BEARING PRESSURE. SEE SHEET 51.3 4 3. EQUALLY SPACE REINFORCING IN EACH DIRECTION. I I 4. PROVIDE 3'CLEAR TO REINFORCING AT BOTTOM OF FOOTING. TACOMA-SEATTLE-SPOKANE-TRI-CITIES III ❑ 2215 NoM 301h Street,Sui a 300 T....,WA 98403 253.383.2422 TEL 253.383.2572 FAX w ahbl.mm WEB r—J ^ � ®21 M I -! L�� ❑ 4 POAS°08AL Else �4 -on SIONAL� Ili II Submittals/Revisions: 71 O 0❑T L I I- PERMIT SUBMITTAL 04/19/19 - - - -o�t -®-----E-- --o------o-----®-----o--F-o------o-- I FOUNDATION PLAN - OVERALL DD 0 10 zo 40 r=2oFEET Sheet Title: 1 -20,_0,. N D FOUNDATION PLAN — OVERALL Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 Approved: )LB "s Building No: a Sheet No: S1.1 s COPYRIGHT NELSON/CRAFT 2019 GAYTEWAY LLC. O (K) O C B A 245-0" 45'-0' 50'-0' 50'-0' 50'-0' 50'-0" NELSON TYP AT 4 a Optic TYP Neloo Architecture,Inc. 53.1 � 2 � 1 30'-0" ¢ rE + a- 53.1 a 53.1 - ABV TYP 46 `t' 47 48 4 49 m" - 51 52 53 _ BE 3 1 1 -----� ------ - ------ -$------------ ------- -------------- ---------- ------------- enue 54.3 53.1 - S3.1 - - -- - Suit '1300 1200 Fifth v ------ ------------------------- Battle.WA 98'10'I o� a'a 45 ---- --- FJ s.6 /'l°"% URI— ------ ------- ---------- TOFELEV 2 0' SJTYP OF ELEV=-0'-O"AT NORTHTOF ELEV=-3'-0'AT NORTH i 6'-O'POUR -.NELSON-...- WALL TO ACCOUNTFOR WALL TO ACCOUNTFOR i STRIP BRICK -- S - -- --J LOWER CIVIL GRADES j j / LOWER CIVIL GRADES MASONRY r VENEER T t� FST'R j� / od/m/m/1' L 2 TYPAT 56.1 `� 53.1 OPNG 2 0.2 S43 REINFORCESLABINSHADEDAREAS 1 s 6 ABV FOR CRANE PATH WITH N AT 18"OC S6.1 EA WAY AT CL OF SLAB $3.1 - 2.6. 41C I TYP w --J I //Ij I❑ __ 2 Z a � I 2'-6' T 54.3 w TYP ABV ^O} qOt ,�0� CL WALLS AND '�� _ P' o} �� ^ ^o� COLS ALONG 6+y m Q GRID 2 �� z Fs.o I I I r -- ---- -- -- --- ---� - 1 1j OPP 4 L �4 M �3 J � Z_ 53.1 a¢ a� J Q 41B 0 � _ O 53.1 Q V 5 TOF ELEV= (V / 9'TVP 40 ATDOCK i 4'-0'POUR STRIP CONTRUCTION OR V EO TYP EO TYP EO TYP 9 TOF ELEV � CONTROL JOISTS 4 =-1'-O'TYP�� L PER q TVP ----------- UNO 3'-0„ i� 50.3 $ TYP o S3.1 T-O"POUR STRIP - CONSULTANT a �a f ❑S q ^off 2 TYP AT OPNGT S3.1 ,` TYP AT 6 c` �yy f 53.1 OPNG INT COL 53.1 /x 0 _ TACOMA-SEATTLE-SP.KANE-TRI-CITIES 1 TYP S3.1 '//Q ❑ 4 /O 2215N. 301E Street,Su Re Tacoma,WA 98403 104 38 S31 253. dh 313.2422 TEL 253.383.2572 F+X wmv.ahbl.mm WEB I I 37C 1 TYP I I❑7 �RD�s/� ��y ❑ 5 s 37 38 +s+ 6'UNREINFORCED CONC SLAB ON GRADE-SEE s GEOTECHNICAL ENGINEERING REPORT FOR q sAFSua�a st<�Glr 2'-0" PREPARATION,CAPILLARY BREAK SDBGRADE 8'-0"POUR TYP oNAt CL WALLS AND ANDVAPOR BARRIER STRIP COLS ALONG Submittals/Revisions: m BRICK GRID F MASONRY 37B VENEER PERMIT SUBMITTAL 04/19/19 I I I 3g f 6 57 I a +ra },Na t o o ^o MATCHLINE L MATCHLINE - - - - �� - - - - -1 - �--, FOUNDATION PLAN - NORTH 0� B m 20 3/32"=V-0" 1 NU SCALE IN FEET Sheet Title: FOUNDATION PLAN - NORTH GENERAL PLAN NOTES: Date: 04/19/19 1. SEE SHEET SO.I FOR STRUCTURAL NOTES. Design: AMP 2. SEE SHEET$0.3 FOR TYPICAL DETAILS. Drawn: EDD 3. SEE SHEET 50.4 FOR TESTING AND INSPECTION NOTES. Project No: 1 2170892.20 4. SEE SHEET 51.1 FOR FOUNDATION NOTES,WALL LEGEND,AND FOOTING SCHEDULE. Approved: DLB "s Building No: a Sheet No: S1.2 s COPYRIGHT NELSON/CRAFT 2019 ,X? �A / L=J GAYTEWAY LLC. MATCHLINE g0+0 y�o+ y�o+ / MATCHLINE 4 Tt—— - - < > ---- - — -� 4 L--, JF6.0 53 i TVP 55 35I NELSON I Nelco Architecture,Inc. I I I I T BRICK 34C z TYPAT m MASONRY _ CL WALLS AND 3.1 5 OPNG VENEER J COLSALONG t 1200 Fifth Avenue GRID F 6"UNREINFORCED CONC SLAB ON GRADE-SEE GEOTECHNICAL ENGINEERING REPORT FOR T Suite 9300 SUBGRADE PREPARATION,CAPILLARY BREAK 1 - - Seattle,WA 98'101 34 S �yy�o+`O AND VAPOR BARRIER 206.408.8500 Phone www.N ELSONww.com TYP --- rF4.0 i 34B � 10 ^O+ 4 ^°+ 3.1 33 3'-0'TYP 3 8'-0'POUR STRIP 53.1 TYP AT W a Z OPNG Q POUR U.� STRIP UN O 11 Q 32 �' ❑i Ii Ii Q z 5 W z = O 53.1 CONTRUCTION OR EO TYP EO TYP EO TYP Q TYP CONTROL JOISTS ————— ----------- - i PER geTYP � z TOP=-1'-0"— 50.3 \\�' o --- ----------- — _ J TYP UNO Lo Q TOF ELEV= O AV-01 4'-T TYP N ''% i DOCKTYP AT B ` y OPP ;,AT 1 TOF ELEV 4`' q s 5.1 =.p.gL--' IL /———— —— b—— /%//////J/// AT OPNG 30 F5.0 2 53.1 CL WALLS AND 6'-0'POUR 2-fi 3BV GCOLSRID6LONG STRIP CONSULTANT LTYP ■ LI 54.3 15 - --N 1 30B I 53.1 6 4 REINFORCESLABINSHADEDAREAS I 5fi.1 FOR CRANE PATH WITH M4 AT 18'OC TACOMA-SEATTLE-SPOKANE-TRI-CITIES EA WAY AT CL OF SLAB 3 AT 29 $4.3 N 53.1 OPNG 2215 NoM 301h Street,Su1e 300 T....,WA 98403 6 253.333.2422 TEL 253.383.2572 FPX wmv.ahbl.mm WEB ABV �i 3'-0" POUR s61 ,) % STRIP ��o..�B�pOT 11� BRICK MASONRY VENEER l yyp+e+ ————— — ————— 0 28 -�`4, oz 27 2fi I2 F6.0 TOF ELEV +Po ayp ; 6'W4 a a - =-1'-0-TIP a� ----J L.—.—.-------------------- --------- �� /.--------- E---------------- /L. — — ---- ---- UNO �`SSIONALGl _ — 7 54.3 53.1 53.1 -----z r-------- ------------- ABv zz zi za 1s t 1e a v Submittals/Revisions: 1 3 4 s3.1 s3.1 m PERMIT SUBMITTAL 04/19/19 S3.1 TYP TYPAT OPNG 45'1" 50'-0' 245'-0' F E D C B A FOUNDATION PLAN - SOUTH 0 10 20 3/32"=V-0" 1 D SCALE IN FEET Sheet Title: FOUNDATION PLAN - SOUTH GENERAL PLAN NOTES: Date: 04/19/19 1. SEE SHEET SO.I FOR STRUCTURAL NOTES. Design: AMP 2. SEE SHEET SO.3 FOR TYPICAL DETAILS. Drawn: EDD 3. SEE SHEET SOA FOR TESTING AND INSPECTION NOTES. Project No: 1 2170892.20 4. SEE SHEET S1.1 FOR FOUNDATION NOTES,WALL LEGEND,AND FOOTING SCHEDULE. Approved: DLB s Building No: a Sheet No: S1.3 s COPYRIGHT NELSON/CRAFT 2019 A STEEL JOIST/JOIST GIRDER AXIAL SEISMIC LOAD SCHEDULE 245'-0" 1 45'4" 50'-0" 50'-0" 50'-0" 50'-0" MARK AXIAL SEISMIC LOAD(ULT) NAILER ATTACHMENT LOAD(ASD) REMARKS GAYTEWAY LLC. O8 E=7.6 KIPS 250 PLF SHEAR 1100 PLF UPLIFT '❑° '❑' 1B❑ '❑° ® '❑' ® ® ] 10 E=10.3 KIPS 250 PLF SHEAR 1100 PLF UPLIFT - - 12 E=12.3 KIPS 250 PLF SHEAR 1100 PLF UPLIFT 0 0° 27 E=26.8 KIPS ❑ 38 E=37.8 KIPS a 39 E=38.7KIPS NELSON ! J ! ! 0 42 Em=41.9 KIPS NeICO Architecture,Inc. ❑ i C B o 59 Em=59.0 KIPS E] fi4 Em=63.9 KIPS ❑ 86 Em=86.0 KIPS Suit Fifth Avenue Suite 1300 Seattle,WA 98101 - - - 2 STEEL JOIST/JOIST GIRDER AXIAL SEISMIC LOAD NOTES: 206.408.8500 phone „❑a 1. E=ULTIMATE SEISMIC LOAD CALCULATED IN ACCORDANCE WITH ASCE7-10 SECTION -.NELSON-...- 12.11.Em=ULTIMATE SEISMIC LOAD CALCULATED IN ACCORDANCE WITH ASCE 7-10 ❑ ] SECTION 12.4.3.1. 2. STEEL JOIST MANUFACTURER SHALL DESIGN TOP CHORD OF STEEL JOISTIJOIST GIRDER o FOR AXIAL SEISMIC FORCE NOTED IN THE SCHEDULE. - 3. AT JOISTS STEEL JOIST MANUFACTURER SHALL ATTACH WOOD NAILER TO JOIST TOP CHORD WITH CONNECTION DESIGNED TO ACCOMMODATE ALLOWABLE STRESS DESIGN (ASD)LEVEL FORCES NOTED IN THE SCHEDULE.SHEAR FORCES ARE NOT CONCURRENT © WITH UPLIFT FORCES. ROOF FRAMING NOTES: 4. REFER TO THE ROOF FRAMING PLAN AND DETAILS THAT SHOW WHETHER THE AXIAL LOAD 1. SEE SHEET SO.I FOR GENERAL NOTES.SEE SHEET SO.3 FOR TYPICAL DETAILS.SEE SHEET --- SEE SHEET2.2 _ - _ _ _ 3 IS TRANSFERRED THROUGH THE JOIST BEARING SEAT,SPLICE PLATES,OR THROUGH THE SOA FOR TESTI NG AND INSPECTION NOTES. WOOD NAILER. 2. STEEL JOIST DESIGNATION IS SHOWN AS TOTAL LOAD IN POUNDS PER FOOT OVER THE W ® SNOW LOAD IN POUNDS PER FOOT. ❑ ❑, 3. JOIST GIRDER LOAD DESIGNATION I55HOWN AS TOTAL LOAD IN KIPS ON EACH PANEL POINT. 1 1 1 w 4. AT EACH COLUMN SUPPORTING JOIST GIRDERS,STEEL JOIST MANUFACTURER SHALL MATCH z❑" ! o THE BEARING DEPTH OF ALL JOIST GIRDERS FRAMING INTO COLUMN. 0 5. AT EACH JOIST GIRDERWIDE FLANGE BEAM SUPPORTING STEEL JOISTS,STEEL JOIST w Q = O ®� ! MANUFACTURER SHALL MATCH THE BEARING DEPTHS OF ALL JOISTS FRAMING INTO JOIST GIRDERANIDE FLANGE BEAM. o lo! o � z 6. STEEL JOISTS AND JOIST GIRDERS MAY HAVE NONSTANDARD BEARING HEIGHTS,STEEL a __________ __________ _ __________ ___________ ___________ _ _"`_ DETAILER TO COORDINATE HEIGHT OF BEARING SEAT WITH JOIST MANUFACTURER.UNLESS J ® �, NOTED OTHERWISE STEEL JOISTS SHALL HAVE SEAT DEPTH FOR 51/2'TOTAL DEPTH WITH fr 3x WOOD NAILER. O 7. STEEL ROOF JOIST SUPPLIER SHALL PROVIDE BRIDGING FOR STEEL JOISTS PER STEEL N ® D JOIST INSTITUTE AND MANUFACTURERS RECOMMENDATIONS.IN ADDITION TO LOADS 0 SHOWN,BOTH JOISTS AND BRIDGING SHALL ALSO BE DESIGNED FORA NET UPLIFT OF 10.0 PSF. B. STEEL JOIST MANUFACTURER SHALL DESIGN STEEL JOISTS AND JOIST GIRDERS FOR LOADS ® 8 DUE TO SPRINKLER SYSTEM LARGER THAN 4"DIAMETER.CONTRACTOR SHALL COORDINATE AND PROVIDE JOIST MANUFACTURER WITH MAGNITUDE AND LOCATION OF LOADS.JOIST MANUFACTURER SHALL BID 250#'ADD LOAD'AT EACH JOIST U.N.O.CONTRACTOR SHALL ATTACH POINT LOADS TO JOIST PANEL POINT OR PROVIDE ADDITIONAL FIELD INSTALLED 0 '❑° ANGLE WEB REINFORCEMENT IN ACCORDANCE WITH JOIST MFR RECOMMENDATIONS. C;] 9. STEEL JOIST MANUFACTURER SHALL DESIGN STEEL JOISTS AND JOIST GIRDERS FOR ANY --- SEE SHEET 2.3 - - - ADDITIONAL SPECIAL LOADS AS INDICATED ON THE STRUCTURAL DRAWINGS.THESE LOADS SHALL INCLUDE SNOW DRIFTING,MECHANICAL EQUIPMENT,AXIAL SEISMIC FORCES,CHORD CONSULTANT FORCES,ETC.AXIAL LOADS IN JOIST AND GIRDER TOP CHORDS AS INDICATED,SEE STEEL JOISTI JOIST GIRDER AXIAL SEISMIC LOAD SCHEDULE ON SHEET 50.6 1- EE 10. STEEL JOIST MANUFACTURER SHALL LOCATE,SIZE AND PROVIDE ERECTION BOLTS AS ® o REQUIRED. STEEL DETAILER SHALL COORDINATE LOCATION OF BOLT HOLES IN ALL CAP PL, Q EMBEDS,ETC. 11. STEEL JOIST MANUFACTURER SHALL PROVIDE 3x DF NO.2 SHOP INSTALLED WOOD NAILER ON ALL JOIST TOP CHORDS.NAILERS SHALL BE CAPABLE OF TRANSFERRING SHEAR FORCE TACOMA-SEATTLE-SPOKANE-TRI-CITIES INTO JOIST TOP CHORD IN ADDITION TO MINIMUM NET UPLIFT.SEE STEEL JOIST I JOIST '❑' ICI GIRDER AXIAL SEISMIC LOAD SCHEDULE ON THIS SHEET FOR NAILER ATTACHMENT LOAD. 2215 Nodh 301h Street,Suie 300 Tacama,WA98403 If 253.3B3.2422 TEL 253.383.2572 w -ahbl.mm WEB 12. LOADS DUE TO HIGH LIFT OVERHEAD DOORS HAVE NOT BEEN INDICATED IN THE ROOF DESIGN.CONTRACTOR SHALL COORDINATE SIZE AND LOCATION OF FRAMING REQUIREDTO ❑ SUPPORT HIGH LIFT DOORS ❑'� 13. STEEL JOISTS SHALL BE PRE-ASSEMBLED INTO PANELS FOR ERECTION PER OSHA 29 CFR PART 1926.757 '❑° 14. SHEATHING SHALL BE 8'-O'x 10'-0"PANELS.PANEL JOINTS SHALL BE STAGGERED SUCH THAT ® THE OFFSET JOINTS RUN PERPENDICULAR TO SUPPORTS. C B 15. STEEL JOIST MANUFACTURER SHALL DESIGN JOISTS OVER OFFICE AREAS(WEST OF GRIDE �SSI0111 �t ® ! ! ! ! ! ! BETWEEN GRIDS 1 AND 2 PLUS 10'-0',BETWEEN GRID 3 PLUS 10'-0"AND GRID 4 PLUS 40'-0', ! AND BETWEEN GRID 5 PLUS 40'-0"AND GRID 7)FOR ADDITIONAL 1000#CONCENTRATED LOAD _ AT ANY ONE TOP OR BOTTOM CHORD PANEL POINT ALONG THE JOIST AND SHALL DESIGN SU b mitto Is/Revisions: JOIST GIRDERS SUPPORTING THESE JOISTS FOR(2)1500#CONCENTRATED LOADS AT ANY TWO JOIST BEARING LOCATIDNS ON JOIST GIRDERS.JOIST MANUFACTURER SHALL DESIGN THESE JOISTS FOR ADDITIONAL BENDING STRESSES RESULTING FROM A500 LB PERMIT SUBMITTAL 04 19 19 a -- --- - -- ---- - ----------------- i -❑ -- n❑® CONCENTRATED LOAD LOCATED AT ANY LOCATION ALONG THE TOP CHORD. - ------- ----- t -4-�-- o ® [a] 0 0 0 0 0 0 DIAPHRAGM SCHEDULE NAILING STIFFENERS BETWEEN %"DIA ANCHOR BOLT ASD ALLOWABLE UNIT ASD ALLOWABLE UNIT MARK SHEATHING STEEL JOISTS SPACING SHEAR-SEISMIC SHEAR-WIND DIAPHRAGM BOUNDARIES ALL JOISTS AND PANEL EDGES FIELD ROOF FRAMING PLAN - OVERALL O� 0 0 20 40 O STRUa URAL ID 10d AT6'OC 10d AT6"OC 10d AT 12'OC 2x6 OF NI AT 24"OC 48"OC 320 PLF 448 PLF SHEATHING =20 FEET t"=20'_0" N D ' '%2'APA RATED OB STRUCTURAL 1 10d AT4"OC 10d AT4"OC 10d AT12'OC 2x6 OF NI AT 24"OC 48"OC 425 PLF 595PLF SHEATHING Sheet Title: '%2 APA RATED OC STRT 10tl AT 2y"OC 10d AT 2y"OC 10d AT 12'OC 3x6 2x6 OF NI AT 24"OC OF NO.2 AT PANEL EDGES 32'OC 720 PLF 1008 PLF ROOF FRAMING PLAN - OVERALL SHEAEATHINGHING Date: 04/19/19 Design: AMP Drawn: EDD DIAPHRAGM NOTES:� J 2170892.20' Pro'ect No: 1. ALL NAILS SHALL BE COMMON,MINIMUM 0.148'DIAMETER AND SHALL PENETRATE INTO FRAMING MEMBERS MINIMUM 110.NAILS SHALL BE LOCATED AT LEAST 3/8"FROM THE Approved: DLB g EDGES OF PANELS 2. ALL SHEATHING PANELS SHALL BE NOT LESS THAN 4'-O'x 10'-0"UNLESS OTHERWISE Building No: APPROVED BY THE ENGINEER.AT BOUNDARIES AND CHANGES IN FRAMING DIRECTION, A®� n PANELS MAY BE ANY SIZE PROVIDED ALL EDGES OF THE UNDERSIZED PANELS ARE m SUPPORTED BY AND FASTENED TO FRAN I NG MEMBERS OR BLOCKING WITH 3x NOMI NAL Sheet No: /(®-] a WIDTH. S COPYRIGHT NELSON/CRAFT 2019 CGAYTEWAY LLC. F E D B A 24s-D' 45'-0' 50'-0' 50'-0. 1.,., TYP TMP NELSON AT JST BTWN BOT SHTG=2TA 314' BOT SHTG=2fi'-10112" BOT SHTG=2T-03/4' 1 BOT SHTG=28'-10112' JST BOT SHTG=27'-0314' BOT SHTG=26'-1012' BOT SHTG=27'-11" BOT SHTG=2fi'-101/2" Neloo Architecture,Inc. 3 1 S4.1 2 BOT SHTG=28'-0' SHADED PANELS BOT SHTG=27'-812' 54.1 46 S4.2 47 48 49 50 54.1 51 52 //''�� TOP OF PARAPET I ) _ _ _ELEVATON 2 _ _ 2 _ - _ _ 1 v 54.1 R ^ R 8 Suit Fifth Avenue `�J 00 S-ttle3WA 98101 12 / 206.408.8500 phone 32 LH 367/250 AT 8 10.0"OC TYP UNO www.N ELSONww.com BTWN 5 54.1 54.2 JST 54.1 0 TYP 4 ST S41 CANOPY BELOW AT J 42 m C. / PER 5 Sx I. AT SKYLIGH 54.5 54.1 12 3 TYP 3 x 6 TYPAT' - SKYLI GHT HT G BOT SHTG=2T-87/8" 41C BOT SHTG=27'-8718' C 4 TYP10 [2 W 5„ Z 38 Q S4A io:--p S4.2 S4.2 S4.2 9-B 10' w 41 6 6 1 Q z 10 54.2 54.2 27 48 G 5N 10.OK PLUS 185 PLF 42 48 G 5N 10AK PLUS 185 PLF 64 30d8 G 5N 1OAK PLUS 185 PLF Bfi 54.3 _ 4 BOT SHTG=2T-3718' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 I I I /O�� 675 4 4 4 2 1 ❑3 Q V 54.2 OT SHTG=29'-6' S4.2 BOT SHTG=29'-6' S4.2 BOT SHTG=29'-6' S4.2 54.1 54.1 I 5 BOT SHTG=2fi'-iO 112" TYP BOT SHTG=27'-11" J BOT SHTG=2T-37/8" 41B / Opp 14'3 BTWN AT Lo �y� J 4 6-0' JST O Q 5 54.4 5 54.1 4D N � TYP o 54.1 AT JST BOT SHTG=26'-10112' BOT SHTG=27'-0 314' ROOF SHTG AND 2x STIFFENERS X X SEE DIAPHRAGM SCHEDULE ON SHEET 52.1 39 z j j ❑fi CONSULTANT 2 2 z TYP 2 TYP 54.2 S4.2 TMP S4.2 TYP1 BTWN Z 2 BTWN JST 54.1 0 o p 54.1 JJE o _o TYP 1 0 0 0 AT JST 54.1 BOT SHTG=29'-6' N BOT SHTG=30'-6112' BOT SHTG=29'-6' BOT SHTG=26'-10112" TACOMA-SEATTLE-SPOKANE-TRI-CITIES 10'-0' 38 2 OPP " 54.4 2215 N°M 301h Street,Sufi 300 Tac°ma,WA 98403 BOT SHTG=2T-85116' 37C 253.333.2422 iEL 253.333.2572 FPX wmv.ahbl.mm WEB N w n .n .n sas TMP sa.z TMP sa.z TMP � � `gl L' BO 5 BOTSHTG=2T-85116" m / � ,$° °ay WA SHADED PANELS S41 10 m 10 m 10 TOP OF PARAPET 37 \ r 1 m \ Po ELEVATION=32'-0" 8 z z 0 0 ce c� o\ \ umi m AF p�8msc� 54.4 '^ 1 0 \ o o " 10 " 10 `SSIONAL ti�G TMP p 37B r BOT SHTG=27'-0 314' Sa.4 Submittals/Revisions: PERMIT SUBMITTAL 04/19/19 57 it 36 10 10 10 10 ❑S II MATCHLINE- ------- ----------- ----------- --------- ---------- -------- -MATCHLINE - - - - 10 10 10 10 - - - - - 4 ROOF FRAMING PLAN - NORTH OD��) D 10 20 3/32"=1-0' f� SCALE IN FEET U Sheet Title: GENERAL PLAN NOTES: ROOF FRAMING PLAN - NORTH 1. SEE SHEET SOA FOR STRUCTURAL NOTES. Date: 04/19/19 2. SEE SHEET SO.3 FOR TYPICAL DETAILS. Design: AMP 3. SEE SHEET SOA FOR TESTING AND INSPECTION NOTES. 4. SEE SHEET 32.1 FOR ROOF FRAMING NOTES,STEEL JOIST/JOIST GIRDER AXIAL SEISMIC Drawn: EDD LOAD� SCHEDULE,AND DIAPHRAGM SCHEDULE. 1 2170892.20' Pro'ect No: Approved: DLB "s Building No: a Sheet No: S 2.2 s COPYRIGHT NELSON/CRAFT 2019 MATCHLINE� -------;<1-0) ----------- -------- ------ ----- ^ �MATCHLINE GAYTEWAY LLC. 4 -❑ _- 10 10 10 s II BOT SHTG=28'5114" 54.4 II 3 9'S" BOTSHTG=30'-612' BOT SHTG=29'-6' BOT SHTG=26'-1012" TYP 54.4 55 II 35 10 10 10 54.1 AT JST NELSON II 5 IS] Nelw Architecture,Inc. 10 m 10 0 -� 31 BOT SHTG=27'-0314' m Suit Fifth Avenue m SHADED PANELS 6 o TOP OFPARAPET 54.4 1 o Suite 5300 ELEVATION=32'-0" 34 544 TYP - - Seattle,WA 98SOS ❑ ovow 10 10 10 206.408.8500 phone BOT SHTG=27'-85X118" www.N ELSONww.com o X ROOF SHTG AND 2x STIFFENERS n o z SEE DIAPHRAGM SCHEDULE ON BOT SHTG=27'-85I16' 34B 10 SHEET S2.1 0 10'-0' S4.4 3 3 3 q 33 54.2 N TYPp O 54.2 Np 54.2 np o 54.1 BTWN Q JST o n n _ _ _ _ _ 5 n x w n, BOT SHTG=29'-6" m BOTSHTG=30'-61 " BOT SHTG=29'-6' " BOT SHTG=26-1012" o 54.2 T P 54.2 Np S4.2 TYP / W TYP ? z AT JST 111 32 o Q z BOT SHTG=27'-0314' = O T W W m 2 a A A A BTWN 54.1 JST J <.0 z T BorsRTc=2s'-1o12• p O Q 5 31 54.1 fi'-0' N 2 TYP BTWN TYP BOT SH 7-r- FF37o 30C BOT SHTG=2T-3314' 6 5 5 BOT SHTG=2fi'-1012" JST AT JST BOT SHTG=2T-11' 54.2 54.2 S4.2 5 BOT SHTG=29'S" 4 BOT SHTG=29'-fi' 4 BOT SHTG=29'-6' 4 S4.3 13 Sq, gq, 14 54.2 54.2 54.2 27 _ 48 GSN 10.OK PLUS iBS PLF 42 48 GSN 10.OK PLUS185 PLF fi430-0BGSN IO.OK PLUS i85 PLF4 OPP 1'454.3 o oPP " CONSULTANT 9' 10,-0. 10,-0. 0,-0„ 0,-0. 5 1 BOT SHTG=27-9' 30B 32 LH 3fi7250 A710'-0"OC TYp UNO 2 4 5 ryp 5 -�I 54.4 3 B 54.1 BTWN 54.1 --7 TYP JST SKYLIGH2�64AT O O SKYLIGH TACOMA-SEATTLE-SPOKANE-TRI-CITIES T / / / 2 3.15 N.2422 L 253.3832572 F+x .hb.mWA WEB 29 10 22 oM 30E Street,Su Re 300 Tacoma, 98403 TYP 4 ATJST S4.1 AT CANOPY BELOW SKY x 6 TYP-� $1+ L• B PER LIGHT 3x6 TYP 4 ` pe xnsg�oOa s II � 54.5 12 ifi �RDR� ��y 4 SHADED PANELS 54.2 TOP OF PARAPET ELEVATION=32'-0' 28 54.1 27 2fi S4.2 P adp �acc �w4 8 8 8 °A�sc"2a��see Gt�' SIONAL� 7 BOT SHTG=28'-4' BOT SHTG=27'-812' �31 25 24 23 22 , 2 20 19 18 17 Su b 1Tlltto is/Revisions: 54.154.1 30'-0" BOTSHTG=27'-0314" BOTSHTG=2fi'-1012" 1OTSHTG=27'4314" ryp \,� T p BOTSHTG=27'-0314' BOTSHTG=26'-10112" BOTSHTG=27'-11" BOT SHTG=26'-1012' PERMIT SUBMITTAL 04/19/19 AT JST BTWN JST 45'-0' 50'-0' 50'-0' L 50'-01 50'-0" 245'-0" F E D C B A ROOF FRAMING PLAN - SOUTH 0� 0 10 20 3/32"=1.-0' J D SCALE IN FEET Sheet Title: UU VV ROOF FRAMING PLAN - SOUTH GENERAL PLAN NOTES: Date: 04/19/19 1. SEE SHEET SO.1 FOR STRUCTURAL NOTES. Design: AMP 2. SEE SHEET SO.3 FOR TYPICAL DETAILS. Drawn: EDD 3. SEE SHEET 50.4 FOR TESTING AND INSPECTION NOTES. 4. SEE SHEET 52.1 FOR ROOF FRAMING NOTES,STEEL JOIST I JOIST GIRDER AXIAL SEISMIC Project No: 2170892.20 LOAD SCHEDULE,AND DIAPHRAGM SCHEDULE. Approved: DLB s Building No: a Sheet No: S2.3 s COPYRIGHT NELSON/CRAFT 2019 GRID GAYTEWAY LLC. RID FOR CALLOUTS FOR CALLOUTS IN COMMON IN COMMON SEE e RID CL PANEL,VERTICAL SEE( REINF AND CONT FTG SEE PANEL ELEVATIONS SLOPE SLAB AT DRIVE-IN TRUCK SLAB AND REINF DOOR-00 NOT SLOPE AT MANDOOR , GRID OR DIMENSION FOR PANEFORCI TO SLAB GRID OR DIMENSIONS TILT-UP PANEL NELSON \,, PER PLAN-SLOPE SLAB AT AND STOREFRONT CONDITIONS LINE REINFORCING LINE 3 BEYOND DRIVE-IN TRUCK DOOR PER 44 SLAB DOWELS x 4'-6'AT GALV L 3 x 3 x 3/8 TILT UP PANEL 4 5 CONT NOSING BAR Nelco Architecture,Inc. i6'OC-CENTER ON JOINT WI314'DIAx(r HS BEYOND SLAB AND REINF 2' Z 40x BAR DIA AT18'OC-OMITAT FIELD BENDTYPWALL FINISH GRADE PER PLAN TILT UP PANEL- MANDOORAND SEE PLAN AND STOREFRONT REINF AS SHOWN PER ARCH ELEVATION FOR TOOLED JOINT CIVIL 1'0. THICKEN SLAB CONDITIONS '1200 Fifth Avenue REINF R=11 1. 2'E" AT OPENINGS y2• Suite'1300 FF ELEV _ _ _ FF ELEV 7 Seattle,WA 98'I O'I PERPLAN o PER PLAN 206.408.8500 phone o \ w • 24. 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REQ'D 2'.0• RIGID INSULATION OMIT IF CO NC APRON f}' - o OPENING RIGID INSULATION 12 WHERE SHOWN ON w INSTALLED PRIOR TO BACK o WHERE SHOWN ON FILLING PANEL ARCH '� 314'CHAMFER ARCH �AT IS'OC > CONC APRON SLAB • COMPACTED STRUCTURAL FILL o CONC APRON SLAB PER GEOTECHNICAL COMPACTED STRUCTURAL FILL WHERE SHOWN ON ENGINEERING REPORT < WHERE SHOWNIC 1•�pERGEOTECHNICAL " III III—III III I CIVIL/ARCH-THICKEN 2" CIVIL/ARCH-THICKEN 2' 3' TO TOP OF FTG �/ TO TOPOF FTG ENGINEERING REPORT CLR W 1"GROUT UNDER PANEL-TIP TILT-UP PANEL Z 2Q ° ° •• 2'CLR ° ° Q W 7 _ To ELEV •• _ TOF ELEV • / 1 • PER PLAN • PER PLAN (2)#5 CONT TOP w 2 O AND BOTTOM . 0 C'3 J <.0 z =1 =1 1=I =1 =I =1 1=I =1 Lo PER PLAN U COMPACTED STRUCTURAL FILL OR P(, OO UNDISTURBED NATIVE MATERIAL 1 1 PER GEOTECHNICAL ENGINEERING (V REPORT SECTION SECTION �� SECTION 1 L J 1"=1'-0" r EXTEND WALL UP TO GUARDRAIL HEIGHT WHERE INDICATED ON ARCH DRAWINGS CONSULTANT RID CL WALL AND CONT FTG 314'CHAMFER,TYP �1 FOR CALLOUTS _ WIIPF IN COMMON CL COL AND FTG SEE ARCH FOR SEED 1-1' CURB OR HANDRAIL OFF WALL TOP HEIGHT-6"MINI Q OF WALL 3'4.MAX GRIT OR DIMENSION [MI HSS COL PER NOTES: II I� I� Q 114 TACOMA-SEATTLE-SPOKANE-TRI-CITIES PLAN 2215 NoM 301h Street,Sui a 300 Tacama,WA 98403 CLR 1. G.C.MAY CONSTRUCT WALL ? CL COL AND FTG 253.393.2422 TEL 253.383.2572 Fax www.ahbl—FIN wEe USING TILT-UP PANEL CONC OR VARIE OE-ELEV a VARIES-SEE CONSTRUCTION OR CAST IN ASPHALT PAVINGpo OO ARCH ICI ---- PLACE. PERARCHICIVIL p�`,t0o Lw. BOO 2. TILT-UP PANELS SHALL BE _ • MAXIMUM OF 25'-0"LENGTH WITH —III o 3/4'JOINTS. y #5 L PLATE FOOTING DOWELS AT GALVANIZE OR COAT �WI ASPHALTIC AND COL 11. 3. CONTRACTOR SHALL a 12"OC FOR RETAINED 2 COORDINATE JOINT LOCATIONS F HEIGHT UP TO 4'-0"- Q P�p 8'W4 EMULSION WHERE TYP °A `Owaz�se• ' F� EXPOSEDTOSOIL AS REQUIRED HORIZONTAL INCREASE SPACING TO ^� HSS COL PER PLAN �`SSIONAL HORIZONTAL 18"OC FOR RETAINED 1 HEIGHT UP T02'-0' iZ'TYP BLOCKOUT SLAB AS READ AT HSS ® COL-GROUT SOLID AFTER Su b ITl ltto Is/Revisions: CONC OR INSTALLATION ERG 6'xCxCOL WIDTH ASPHALT PAVING PLUS 6'x COL DEPTH PLUS PERARCHICIVIL 6"W1(4)314-DIAEXPBOLTS SAWCUT SLAB AT PERMIT SUBMITTAL 04/19/19 ryp (2)#S CONTAT 2'CIA PVC WEEP HOLE OR SIMPSON TITEN HD W/8" PARIMETER OF ® BOTTOM OF AT 6'-0'O.C. EMBED-BRG PLATE MAY BE FOOTING UNDERT PANEL - - ROTATED 4SDEG AT G.C. 1'GROUTUNDER L.L �� UNDER COL OPTION a (3)#5 CONT TOP AS 1/4 a SHOWN •• � #5 AT 18'OC TRANSV TOF ELEV _ Y TOF ELEV PER PLAN v • ERG PL 314 x COL DEPTH • • • I I 111 PLUS PER PLAN / �• / � 1'xAS REQ'D - ° u W/(4)3/4CIA EXPANSION `-4 �� • PROVIDE I'-O'WIDE LEG I1 I1 ANCHORS W/8"EMBED a "' AT EACH END OF EACH 1wI(J I (J) TILT-UP PANEL FOR ✓V ✓V PANEL ERECTION AND LEVELING PRIOR TO III-III-III 8 74 l ill' FOOTING PLACEMENT SEE PLAN FOR SIZE AND REINF (2)#S CONT BOTTOM- mo III III IIIIII-III III IIIIII=I Sheet Title: L _J 2'-8314'FOR RETAINED M _III III— _BREAK AS — HEIGHT UP TO 4'-0"- FOUNDATION DETAILS REINF PER FTG TILT-UP PANEL LEGS V4 314'FOR RETAINED SCHED Date: 04/19/19 2'-0'x 2'-0"z 0'-8"CONCRETE LEVELING PAD EA HEIGHT UP TO 2'-0' SEE PLAN AND SCHED FOR SIZE AND REINF END OF EACH PANEL FOR PANEL PLACEMENT Design: AMP PRIOR TO FOOTING PLACEMENT-OMIT IF WALL IS CAST IN PLACE Drawn: EDD SECTION �� SECTION SECTION �c� Project No: 2170892.20 N J Approved:PP DLB Building No: a Sheet No: S3.1 s COPYRIGHT NELSON/CRAFT 2019 GAYTEWAY LLC. SPLICE PL TO 114 8 BRG PL TO CLJST(MAY BE NELSON 114 3 OFFSET FROM CL JNT CHORD SPLICE PL 1 x 3 x 2'-0" JST BEARING PL 318 x 3112 x Nelw Architecture,Inc. 14'WHERE JST OCCURS L 3 x 2 x 114 x 2'0" WITHIN 8"OF CENTER OF LLH AT ENDS OF PANEL JNT PANEL 1200 Fifth Avenue Suite 1300 -�— Seattle,WA 98101 O +% —I�— it — -- -- — — -- -----li —rtl-- 206.408.8500 Phone II II c ---11 o II II k id —.NELSON—...- L 2'-0"-NO CONNECTION BIN L 6x 4 AND CONCRETE THIS REGION CONFIGURE WHS AS SHOWN AT ENDS OF PANEL 46 DF#2W/3l4"DIA BENT ABx1'-0"W/6' STRAP ACROSS FIRST TWO MIN EMS-SPACE PER DIAPHRAGMSCHED TRUSSES W/MST61 TO ALIGN CONDITION AT PANEL W1 ALL PA STRAPS-ONE ROW RID JNT RID GRID ONLY DIAPHRAGM NAILING (2)SIMP P9418 STRAPS(ONE EA SIDE) UNDER STRAPS LOCATED AT 8'-0"OC W/(3)5/8'DIA MB AS 1 2112"DF SHOP INSTALLED NAILER. BOUNDARY NAILING PER SHOWN 3x6 DF#2 W/SIMP HF36N 2 AT PNL JNT,PLANE LAST 2'-0"TO L 6 z 4 CHORD NOTES: 1 DIAPHRAGM SCHED EDGE NAIL'G ALONG 3x6 EACH END-TYP AT ALL W 1l4 2112 BRG COMPENSATE FOR BEARING PLATE STRAPS ALIGNEDW/ALL PSr1 'Z THICKNESS 1. ADD CHORD SPLICE PL BIN EMBS 1 1 1 LLJ ANGLE PIECES AT LOCATIONS MID PANEL. LCHANGES SLOPE ®® 2. IT SHALL BE ACCEPTABLE TO O SPLICE ANGLE AT ANY LOCATION LLJ MID PANEL PROVIDED BIN EACH 46 DF#2 WI3/4"DIA BENT AB x V-0'W/6' STRAP CON TL6x4x3/B LLV ON - CHANNEL PIECE. MIN EMB-SPACE PER DIAPHRAGM SCHED TO O TOP OF WALL WI314"DIAx 118 3 5"WHSAT24'OCHORIZ 31„ L6x4 AND 314"DIA x 8'WHS AT 4 CONTLBx4AND Q J 24'OC VERT STAGGERED 114 2-0 ANGLE TO ANGLE SPLICE PER@ P�Y1 Ofr (2)REBAR HORIZ AT 1 • 1 Q Top'TYP N SIMP HF26N OR NOTE: L 3 z 2 WITHIN 2'-0"OF EDGE OF PANEL HF36N HANGERS TYP SEE e TRUSS MFR DESIGN TOP CHORD PRE-ENGR JST FOR AXIAL SEISMIC FORCE FOR 4x LEDGER,STRAPS AND WALL PER PLAN SHOWN ON THE ROOF FRAMING CALLOUTS CONNECTION ARE PART OF SEISMIC NOTE: PLAN TO BE TRANSFERRED IN COMMON FORCE RESISTING SYSTEM THROUGH THE BEARING SEAT _JL JST CONNECTION TO WALL AND L6x4 CHORD SPLICE • • CONDITION BTWN JST ARE PART OF THE SEISMIC CONDITION AT JST FORCE RESISTING SYSTEM CONSULTANT SECTION �� SECTION �� SECTION �� 1W i c l pmo �\T.O.PARAPET EMS PL 314'x 12"x 1'-0"WI(4) TACOMA•SEATTLE SPOKANE•TRI-CITIES PER ARCH 3/4"DIA x 5'WHS AT 9'GAGE -SPACE AT 6'-0'OC-ALIGN WITH 3X AND MST STRAPS 2215 NoM 301h Street,Sui a 300 Tacama,WA 98403 253.3B3.2422 TEL 253.383.2572 W w ahbl.mm WEB 2x TOP PL WI 114"DIA TITAN SCREW AT 48"OC, 3'EMB,CSK. STRAP ACROSS TWO BAYS WITHSIMP MST60STRAP, EMB PL 314x 12"x1'-0" BOUNDARY NAILING PER DIAPHRAGM UNO-WHEN STRAP LANDS �R4 oP xaagx 0a WI(6)3/4"DIA x 5'WHS SCHED 1/4 4 ON PANEL JNT DIAPHRAGM AT 9'GAGE-SPACE AT 114 2112 PRE-ASSEMBLE PL 3/8'x4'x0'd' NAILING IS NOT REOD iD'-D"OC-CENTER AT 4xfi DF#2 LEDGER BIN TRUSSES TO SIMP MST12 CUT TO 36'LONG UNDER STRAP CLJST 11. STRAP-WELD TO EMS PLATE AND 2 3/i6 THEN NAIL TO 3X6 STIFFENER WI Pay �acc 8'W4 (34)1 6d 1/4 0 0 0 - T.O.SHTG �SSIONAL �t O® PERPLAN N Submittals/Revisions: CLEM — _ PERMIT SUBMITTAL 04/19/19 0 - 3x,ITIFFENERAT STRAP 0 0 MST LOCATIONS,TYP 1. 5, 5„ 1• STRAP TO CONT L 6,4 PER e PL 318' 118 3 CONT L 6x4 PER ATTACH WI314"OIA ATTACH W/314"DIA EXPANSION ANCHOR W/5" EXPANSION ANCHOR Wl5" EMB-SPACEPER EMB-SPACE PER DIAPHRAGM SCHED DIAPHRAGM SCHED STRAP CONNECTION TO TRUSS MFR DESIGN TOP CHORD PRE-ENGR JST PER PLAN �i WALL AND GIAPHRAGM FOR AXIAL SEISMIC FORCE PER NAILING ARE PART OF SIRS PLAN TO BE TRANSFERED � J� THROUGH THE BEARING SEAT J CONTDITIONAT CONnsRPL- ENTER 4' CONTDITIONBTWN STIFFENER PL-CENTER TRUSSES STIFFANDEMSONCLJST TRUSSES Sheet Title: SECTION SECTION �� SECTION �� ROOF FRAMING DETAILS Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 Approved: DLB "s Building No: a Sheet No: S4.1 s COPYRIGHT NELSON/CRAFT 2019 CL COL PRE-ENGR JST MFR SHALL DESIGN GAYTEWAY LLC. GRID GRID TOP CHORD OF PRE-ENGR JST FOR AXIAL SEISMIC FORCE SHOWN ON (2)ROWS OF ROOF BOUNDARY THE ROOF FRAMING PLAN To BE NAILING TO 4x6 TRANSFERRED THRU THE BEARING 114 4 KNIFE PL 716'x JST GIRDER SEAT AND ACROSS THE JST GIRDER WELD TO EA I BEARING DEPTH MINUS 1/2" ATTACH 4x TO GIRDER W/PL 114 PL 3/4 x COL WIDTH PLUS 312" SIDE OF EA x i'-l'TYP x 4 x 0'4"EACH SIDE W/3/4"DIA ��0� x COLDEPTHPLUSI'WI(2) JST GIRDER 114 6 MB AT CL-WELD EA SIDE PL TO 4x6 BLKG BTWN 3/4'DIA MB AT 5"GAGE AS PRE-ENGR JST MFR SHALL GIRDER W/114'x 4"FILLET JOISTS-BEE PLAN REO'D BY PRE-ENGR JST JBT GIRDER DESIGN TOP CHORD OF WELD-SPACE PL AT 3'-0'OC AT FOR EXTENT Nelco Architecture,Inc. GIRDER MFR TO ERG PL PRE-ENGR JST GIRDER FOR (3)LOCATIONS BET EACH JST- TYP 1Z AXIAL SEISMIC FORCE SEE PLAN FOR EXTENT SHOWN ON THE ROOF JST FRAMING PLAN PRE-ENGR JST PER PLAN 1/4 212 TO GIRDER TYP 1200 Fifth Avenue Suite 9300 Battle,WA 98101 206.408.8500 phone ♦;� \ /� \ / —.NELSON—...- 712"JST GIRDER BEARING DEPTH 2 1 3116 L 3 x 3 x 1/4 x 0'4"W1 1Z TYP 516'DIA EXP ANCHOR \ / 114 Wl4 EMS /� `\ Nr \\ I I HSS COL PER PLAN \ BEARING PL 314 x COLUMN (2)314"DIA MB AT 5"GAGE PRE-ENGRJST WIDTH PLUS I'x AS REQ'D- AS REQ'D BY PRE-ENGR JST GIRDER PER PLAN GC COORDINATE WI MFR PRE-ENGR JST MFR 114 \ / w I 1/4 / STABILIZER PL FOR I 1 PRE-ENGR JST NS AND FS 12 DO NOT WELD JST GIRDER \ > Z Q 12 AS REQ'D BY JST MFR TO STABILIZER PLATE-TYP / PRE-ENGR JST GIRDER Q w —— —— — PER PLAN BRACE WHERE REQ'D BY 0 0 o PRE-ENGR JST MFR,TYP = O ry W 1'CLR 12' MIN 12, DO NOT WELD JST GIRDER TO STABILIZER PLATE-TYP HSS COL PER PLAN PPLREENENGRPJST GIRDER PER /r Lo STABILIZER PL 314"x6x0'6" O Q W/13116'DIA HOLE STABILIZER PL SAx 6 z 0'6" N W113116 DIA HOLE SECTION SECTION 2 SECTION 1"=1'-0.1 1"=1'-0" 1"=1'-0" CONSULTANT EA PLATE amL 1/4 4 (2)PL 1/4 x 4 x 0'-4'W/314"DIA ME NOTE: GENERAL CONTRACTOR SHALL COORDINATE WIDTH AT CL-114'x 4"FILLET WELD TO PRE-ENGR JST SITS ON AND IS 2-0' OF JST GIRDER BEARING WITH STEEL FABRICATOR- W DTH OF JST GIRDER BEARING SHALL NOT EXCEED 6 GIRDER-LOCATE AT 4'-0'OC ERECTED AFTER PL 316'-WARP - KNIFE PL 10I"UNLESS COORDINATE WITH ENGINNER OF RECORD ALONG 4x BLKG-MIN(2)PER BAY ROOF TO ACCOMODATE. 114 212 118"x412"zV-10314" PRE-ENGR JST GIRDER MFR DESIGN JST FOR CL COL 5 TO PRE-ENGR JST DESIGNED FOR (2J TOP PL 3/6'x 3'x 2•-5' ADD'L E=4.75 KIPS SEISMIC LOAD - JST TACOMA•SEATTLE•SPOKANE•TRI-CITIES PRE-ENGR JST PER PLAN AD SEISMIC LOAD IN TOP CHORD BEND TO MATCH ROOF PRE-ENGRJST GIRDER DESIGNED 114 4 GIRDER FOR ADDL SEISMIC LOAD IN TOP PER PLAN THRU TOP CHORD TO SLOPE 2215 NoM 301h Street,Su Re 300 Tamura,WA 98403 5' 4„ 114 CHORD OF ALL GIRDERS AND 253.333.24227EL 253.383.2572 Fnx www.ahbl.mm wee 4x6 BLKG BTWN KNIFE PL 1. 1. 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SCREWS AT I2"OC - O _ -��-- --------— 400T 125-54 TRACK WI#10 ® = - rt------ —I1--------- TI-- i --I1--- -- -- DRILLING SCREWS AT 12'OC 1200 Fifth Avenue 400T125-54 TRACK W1518" ATTACH EACH SIDE OF HEADER Suite 9300 ,I J ,I ,I DIA EXP ANCHORS AT 24'OC TOTRACK WITH(3)#108ELF Seattle,WA 98'10'I L L L L L EMB 4'MIN TAPPING SELF DRILLING SCREWS 400 5 125-43 AT 24'OC 208.408.8500 phone —.NELSON—.00m Z-O"NO WHS SEE(' 15132"APA RATED SHTG- CONTIDION AT TYPSPACING PER PLAN AND 3' 3" 3' 3" CONNECTIONS \ FOR S4.2 ATTACH W/#10 SCREWS AT BUILT-UP HEADER DETAILS CALLOUTS fi'OC AT SUPPORTED IN COMMON EDGES AND 12'OC IN FIELD 4DO S 125-43 AGAINST WALL- ATTACH WITH 112"DIA EXPANSION \ ANCHORS AT 24"OC WI 3"EMB I I I 518'GWB PERARCH I / ALUMINUM TRIM TO MATCH WINDOW SYSTEM PER ARCH / TILT-UP WALL PER PLAN W I I I AND ELEVATIONS WITH DRIP EDGE Z Q MASONRYVENEER Q ��qqq w AND LINTEL PER 4 B O C TILT-UP PANEL PER PLAN AINPANEL OPENING V Q z AND ELEVATIONS BEYOND STOREFRONTWINOOWZ _ Uj O TILT-UP PANEL BEYOND PER PRE-ENGR JST GIRDER PER SYSTEM PER ARCH = PLAN AND ELEVATIONS PLAN TILT-UP WING WALL Q PER PLAN J <.0 Z SECTION 1 SECTION 2 SECTION 3 C� O rr a 1"=1'-0" 1"=1'-0" 1"=1'-0" (�J NOTCH 4x NAILER T 1 1I2"WIDE AT SPLICE PL 518 x 3112 x 3'-0114" CONNECTION 1/4 8 ALIGN W/CL OF JOIST PRE-ENGR JST PER PLAN CENTER ON CENTER OF PANEL 114 24 ROOF SHTG PER PLAN CONSULTANT 3z WOOD NAILER - TACOMA-SEATTLE-SPOKANE-TRI-CITIES PRE-ENGR JST MFR SHALL DESIGN TOP CHORD OF 2215NoM301h Str t,Suie300 T....,WA98403 PRE-ENGR JST GIRDER 253.333.2422 TEL 253.383.2572 W w ahb.—WEB FOR AXIAL SEISMIC FORCE 6. PL5/8z35/8"z2'-0" SHOWN ON THE ROOF PL5/8z6 ALIGNED OFJOIST PER( FRAMING PLAN \ �\ / ��Dg oe xnsq,,�0ay MASONRYVENEER TIES PER STRUCTURAL \ , PRE JST PER PLAN NOTES CONC TILT-UP PANEL 63 4 PA��"2a8ti<��W IONALGl MASONRY VENEER PERARCH Submittals/Revisions: TILT-UP PANEL PER PLAN CONT GALVL6xfix318-ATTACH AND ELEVATIONS PERMIT SUBMITTAL 04/19/19 W/5/8"DIA STAINLESS STEEL EXPANSION ANCHORS W14518" STOREFRONT WINDOW SYSTEM EMBAT24"OC PERARCH SECTION SECTION 1"=1'-0" 1"=1'-0" Sheet Title: ROOF FRAMING DETAILS Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 Approved: DLB "s Building No: a Sheet No: S4.3 s COPYRIGHT NELSON/CRAFT 2019 CL 8M GAYTEWAY LLC. 4 x fi DF#2 NAILER-ATTACH W/ 314'DIA WrS AT 24"OC CSK 1' CONIC TILT-UP PANEL BEYOND (2)ROWS ROOF BNDY MAX NAILING WOOD NAILER AND ANCHORAGE PER 2 SPLICE PL — -----�\ 54.1 ,14 B TDL GL GQL NELSON 4 2,12 RF SHTG PER PLAN PRE-ENGR JST PER PLAN Nelco Architedure,Inc. TRUSS MFRDESIGNTOPCHORD77- Suit Fifth Avenue Suite 5300 FOR AXIAL SEISMIC FORCE PER Seattle,WA 98101 _ PLAN TO BE TRANSFERRED - THRO UGH THE BEARING SEAT 206.408.8500 phone 2x OR 3x STIFFENERS 15. CHORD SPLICE PL PER DIAPHRAGM SCHED 2 x OR 3x STIFFENERS PER 6 114 1'x 3'x 2'-0' www.N ELSONww.com 541 W/SIMP HF26N OR DIAPHRAGM SCHED ANGLE EMB AT TOP 1/4 8 STIFF PL 1/4 EA HF3fiN EA ENO OF WALL PERe L6x4x318 LLV x2'-0"ON SIDE HALF HEIGHT SIMP MST72 CUT TO 36" 54.1 NEAR SIDE ONLY CLIP HORIZ (2 LONG AT 6'-0"OC AND LEG TO 3 3/8" SIDES NAIL TO 3x STIFFENER CHORDSP LICE PL TY 1/4 W/(34)16d 1'x 3'x 2'-0' STIFF PL 114 EA SIDE HALF HEIGHT WF BM PER PLAN 14 WF BM PER PLAN-SIZE VARIES WF BM PER PLAN 118 3 114 (2)SIDES B.PL 314 x 812 x AS REQ'D 114112 114 1 WI(2)314"DIA A325-N BOLTS AT512'GAGE BRGPL314x812xASREQ'D 2 HSS COL PER PLAN WI(2)3/4"DIA A325-N BOLTS HSS COL PER PLAN AT5,2'GAGE w 1. SECTION SECTION CLCOL W SECTION �� ROOFSHTG 118 3 TYP PER PLAN TYP J CONIC TILT-UP PANEL BEYOND ROOF BNDY NAILING 118 3 10d AT 4'OC TYP rr C� o Q PANEL CONT UP AT PARAPET 2 SIMP PS4 STRAPS ONE ROOF BNDY NAILING O ( SIMP HSLQ37 WI(5)114x212 PANELS PER EACH SIDE)LOCATED AT SDS AT EACH BLOCK $4 1I4 8 ROOF SHTG 6 ON CENTER WI(3)5/8" N RF SHTG PER PLAN CHORD SPLICE PL 1 x 3 x 2'-D' PER PLAN DIA MB AS SHOWN i 0 0 0 0 -------- ------- - 2x STIFFENERS CONT C 7 z9.8 4x BLOCKING ___ PER PLAN WI518"DIA x 5 AT 24"OC WHS AT 24'OC CONT C PER e WOOD NAILER PER �� 114 2x BLOCKING TOE CONSULTANT ® 2x BLOCKING TOE �OR� NAIL K TRANSVERSE 54.1 54.1 L 6 x 4 x 3/8 x 2'-0'ON NEAR SIDE NAIL TO STIFFENERS (2)#5 CONT AT BLOCKING AS REQ'D -� ONLYCLIPHORIZLEGT035/16 AS REQ'D TOP OF WALL 2x STIFFENERS 1— CONTL PE S41 318 - • • PER PLAN ORe WF BM PER PLAN Q _ S4.1 TILT-UP WALL AND ORIENTATION VARIES REINF PER PLAN CONN PL 318 x 3112 x AS REO'D AND ELEVATIONS TILT-UP PANEL AND REINF Hj W1314"DIA A325-N BOLTS PER PLAN AND ELEVATIONS TACOMA•SEATTLE SPOKANE•TRI-CITIES 2215 N.d!,301h Street,Su Be 300 T....,WA 98403 4' 253.3B3.2422 TEL 253.383.2572 W —ahb. WEB 1/4 L6x6x12x2'-0"WI(4)#5A706 2 12 1 x2, 2'-0"AND(4)5I8'.DIA x 5 WHS ], -A� °o�y f 8 4 SECTION 4 SECTION 5 SECTION 6 Pqp SIO]�AL 0- w SION � 1"=1'-0" 1"=1'4" 1"=1'-0" Submittals/Revisions: PERMIT SUBMITTAL 04/19/19 Sheet Title: ROOF FRAMING DETAILS Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 Approved: IDLE "s Building No: a Sheet No: S4.4 s COPYRIGHT NELSON/CRAFT 2019 GAYTEWAY LLC. 114 3' 3" PL 318"z9"z0'43"WI(4)112'DIA STAINLESS STEEL EXPANSION GALVANIZE ALL ANCHORS W14"EMS-SPACE AT REXPOSED STEEL CONN PL 318 x 6 x AS REQ'D S. EA WAY NELSON MASONRY VENEER PER ARCH Nelw Architecture,Inc. 3/4'DIA THRD ROD WI#212 1200 Fifth Avenue CLEVIS AND 3/4"DIA A325-N Suite 1300 PIN Seattle,WA 98101 206.408.8500 phone 12 CONN PL 318 x 9 x AS REQ'D WI(3) —.NELSON—...- 12 D 314"DIA A325-N BOLTS AT 3"OC CONN PL 3l8zfixAS REQ'D PL3I8"x9"z1-0"WI(4)112'DIA 114 1 STAINLESS STEEL EXPANSION ANCHORS WI4"EMS-SPACE AT _ 1 F GAGE 114 IN 12 114 SLOPE L 2 x 2 x 3116 LEDGER MITER CHANNEL 1/4 z Q AT CORNER j 3116 2-12 3/16 ox � zQC12 x25 C8x 13.75 GUTTER PER ARCH LLJ o 0 n lo 6" J <.o z Q - rr SECTION �� C) Q N CONSULTANT 1� 0 TACOMA•SEATTLE•SPOKANE•TRI-CITIES 2215 N°M 301h Street,Su Re 300 T....,WA 98403 253.3B3.2422 TEL 253.383.2572 F w ahb. WEB l 8 4 �SSIONAL Gt Submittals/Revisions: PERMIT SUBMITTAL 04/19/19 Sheet Title: ROOF FRAMING DETAILS Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 Approved: DLB "s Building No: a Sheet No: S4.5 s COPYRIGHT NELSON/CRAFT 2019 GENERAL TILT-UP PANEL NOTES: 1. TOLERANCE ON PANEL THICKNESS SPECIFIED SHALL BE PLUS%'AND MINUS O".PANEL THICKNESS IS BASED ON LUMBER FORMS OF 7Ye"OR 9Y4".REVEALS SHALL NOT EXCEED � Z A B %"DEEP AND SHALL BE PLACED AS SHOWN ON THE ARCH DRAWINGS. 2. THE REINFORCEMENT SHOWN ON THE PANEL ELEVATIONS IS IN ADDITION TO TYPICAL GAYTEWAY LLC. 25'-0" 25'-0" 8 24-08' 25-74 BARS AT OPENINGS,EDGES,CORNERS,BASE,ETC.OMIT TYPICAL VERTICAL REINFORCEMENT WHERE MORE CLOSELY SPACED VERTICAL REINFORCEMENT IS SPECIFIED IN PIERS. 18'-2" CL JNT 3. PANEL DIMENSIONS ARE TO CENTERLINE OF JOINT OR EDGE OF PANEL OPENING,UNLESS NOTEDOTHERWISE.ALL PANEL CONNECTOR DIMENSIONS SHOWN ARE TO CENTER LINES OF CONNECTORS UNLESS NOTED OTHERWISE. 4, PROVIDE ADDITIONAL REINFORCING AS REQUIRED FOR LIFTING AND LIFTING INSERTS. NELSON 5. VERTICAL REINFORCEMENT SHALL RUN FULL HEIGHT UNLESS NOTED OTHERWISE. Neloo Architecture,Inc. 6. VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH ARCH DRAWINGS. 7. DO NOT CUT OR DRILL ANY HOLES IN PANELS WITHOUT APPROVAL OF ENGINEER UNLESS SHOWN OR INDICATED. _________________________ �__--_-_--___--_-__-_--_-_--_-__________ Fifthvenue r 11 of 8. REINFORCING SHOP DRAWINGS SHALL BE REVIEWED BY THE ENGINEER PRIOR TO Suite 1300 30 PLACEMENT. Seattle,WA 98'101 30 � 30 5 30 +22'-0" +22'-0' 9. DO NOT SCALE PANEL ELEVATIONS.SEE ARCH DWGS FOR BUILDING DIMENSIONS. 206.408.8500 phone 5 5 10. SLOPE TOP OF PANELS WHERE REQUIRED PER NCH DRAWINGS. -.NELSON-...- 1 11. SEE FOUNDATION PLAN FOR LOCATIONS OF PANELS. 4 2 4 4 2 4 Sfi.1 SPACE Sfi.i S8.1 56.1 12 SPACE S8.1 Sfi.1 . UNLESS NOTED OTHERWISE,TILT-UP PANEL ELEVATIONS SHOW PANELS VIEWED FROM 30 VERTSAT VERTS AT 30 30 30 INSIDEOF BUILDING LOOKING TOWARDS BUILDING EXTERIOR. 12"OC 18"OC g 2 5 5 TILT-UP PANEL KEYNOTES: iO #6 VERTICAL AT I3'OC AND#5 HORIZONTAL AT 16'OC-CENTER VERTICAL REINFORCING 3 AT CL OF PANEL PER DETAIL 11 S6.1. 8 n,P 7B 8 O2 TYPICAL REINF ABOVE AND BELOW OPENINGS:#5 AT i6'OC VERTICAL AND#5AT 18"OC HORIZONTAL.CENTER VERTICAL REINF AT CL OF PANEL PER DETAIL 1186.1. EXTEND 11B #5AT 12"OC EACH FACEAND#3CLOSEDTIESAT48"OC PERDETAIL 11S6.1 EXTEND ---- - - HORIZONTAL REINFORCING FULL WIDTH OF PANEL.HOOKVERTICAL REINF TOP AND HORIZONTAL REINFORCING FULL WIDTH OF PANEL. I I I _ ___________ FFE=O'-0" __ BOTTOM WITH STANDARD 180 DEGREE HOOKS. W_ 11C #6 AT 10"OC VERTICAL AND#5 AT 16'OC HORIZONTAL-CENTER VERTICAL REINFORCING O #5 x4'-D'DIAGONAL TYPICAL AT OPENING CORNERS.WHERE OPENING IS LOCATED AT CL OF PANEL PER DETAIL 1/S6.1 EXTEND HORIZONTAL REINFORCING FULL WIDTH OF CLOSER THAN 24'FROM EDGE OF PANEL,BEND BAR TO FOLLOW EDGE OF PANEL. PANEL. Q j 4 6 4 4 5 4 O (2)#5 24 24 12 (2)l5 VERT EA FACE IN PIER,(4)TOTAL EQUALLY SPACED Q z _ AT Z F 7114'THICK PANEL E 7114'THICK PANEL F71I4"THICK PANEL E4]7114'THICK PANEL BOTTOM CORNER OF PANEL REINFORCED WITH SINGLE MAT OF STEEL 13 (3)#5 VERT EA FACE IN PIER,(6)TOTAL EQUALLY SPACED I I I = O SEE PNEL� SEE PANEL�3 O (2)#5 TYPICAL AT EDGE OF PANEL MINIMUM 14 (4)#5 VERT EA FACE IN PIER,(8)TOTAL EQUALLY SPACED Q V O6 (2)#5 TYPICAL AT EDGE OF OPENING OR FUTURE KNOCK-OUT MINIMUM.EXTEND IS (5)#5 VERT EA FACE IN PIER,(10)TOTAL EQUALLY SPACED J <.o Z VERTICAL REINFORCING FULL HEIGHT OF PANEL,EXTEND HORIZONTAL REINFORCING INTERIOR PANEL ELEVATION MINIMUM 30"PAST OPENING.HOOK HORIZONTAL REIINFORCING WITH STNDARD HOOK 6 (6)#5 VERT EA FACE IN PIER,(12)TOTAL EQUALLY SPACED Q WHERE OPENING IS LOCATED CLOSER THAN 30"FROM EDGE OF PANEL. / 1/$"=1-�° 7)#S VERT EA FACE INPI ER,(14)TOTAL EQUALLY SPACED l ) m (8) Q O AT PIERS PROVIDE#3 TIES V AT 12'OC ADJACENT TO 18 (8)#5 VERT EA FACE IN PIER,(18)TOTAL EQUALLY SPACED N OPENINGS OR FUTURE KNOCK-OUT AND FOR 12"ABOVE AND BELOW OPENING.INCREASE TIE SPACING TO 48"OC FOR THE REMAINDER OF THE PANEL.SEE PANEL ELEVATION 19 (9)15 VERT EA FACE IN PI ER,(18)TOTAL EQUALLY SPACED WHERE TIGHTER TIE SPACING MAY BE SPECIFIED ADJACENT TO OPENING. (10)#5 VERT EA FACE IN PIER,(20)TOTAL EQUALLY SPACED 7B AT PERS PROVIDE#3HAIRPINS (_ AT Er!OC I 20 N LIEU OF NPICAL 21 (11)#5 VERT EA FACE IN PIER,(22)TOTAL EQUALLY SPACED WALL HORIZONTAL REINFORCING ADJACENT TO OPENINGS AND EXTEND TO 12'OC ABOVE AND BELOW OPENINGS. 22 (12)#5 VERT EA FACE IN PIER,(24)TOTAL EQUALLY SPACED O8 #5 SLAB DOWELS 12 3B 23 (13)#5 VERT EA FACE IN PIER,(26)TOTAL EQUALLY SPACED AT 24,OC HOOK INTO PANEL 24 (14)#5 VERT EA FACE IN PIER,(28)TOTAL EQUALLY SPACED #5SLABDOWELS 12 36 25 (15)#5 VERT EA FACE IN PIER,(30)TOTAL EQUALLY SPACED CONSULTANT OAT 8"OC HOOK INTO PANEL TO PANELL AT PIERS. (6)#6 VERT AT 7'OC AT CL OF PANEL PER DETAIL 21 S5.1 1- 11A #6 AT 12'OC VERTICAL AND#5 AT 16"OC HORIZONTAL-CENTER VERTICAL REINFORCING O PANEL TO PANEL CONNECTION pmolm AT CL OF PANEL PER DETAIL 11 S6.1 EXTEND HORIZONTAL REINFORCING FULL WIDTH OF n PANEL. `J (5)#6 VERT AT CL OF PANEL,EQUALLY SPACED 0 = Hj TACOMA-SEATTLE-SPOKANE-TRI-CITIES 2 3 4 5 6 253.3B3:422�L5�3 3:2572 W 300 Tw ahb.mm984B3 B 24'-115' 24'-115" e• 8 25'-0' 25'-0" 25'-0" 25'-0' 25'-0' 25'-0" 8 $1+ L B I 1,-y„ 3 1111 1`y„ i,9. 1.9. ii� i,-0„ 1,y„ i,9. 8 3.4' 3'.2' 12'.0' 3'-0' 9'-0" 3'4i" 9'-0" 9'-0. 3'.6' 9'-0" 9'-0' 3'-6' 9'.0' 3'4" 9'-2" 9'-0' 9'0" 3'4i" 9'-0" 9'-0' 3'-6' 9'-0" T3'.0" 12'-0' i3-4' T-4" 8 R y 1 CL JNT ]rCLJNT 10 11 12 8 4 IONALGl Submittals/Revisions: PERMIT SUBMITTAL 04/19/19 --------------------------- --- --------------------------- --'- --------------------------- --- --------------------------- 3D 0�I 5 5 30 ,22'-0• 14 17 5 14 13 13 14 14 +22'-0' 15 16 2 2 2 2 35 4 56.1 5fi.1 2 2 L21 2 4 Sfi.1 2 2 Sfi.1 Sfi.i P6 2+12'-0' 6 fi TYP 56.1 7 +12'0' 30 7 7 7 fi 5 6'OC ss.1 5 � CFFE=. Sheet Title: 99PANEL ELEVATIONS 1 �Ie I fi _ -D" __ Date: 04/19/19 5 Design: AMP Drawn: EDD 55 7114"THICK PANEL �6 71I4"THICK PANEL �7 7114-THICK PANEL �8 7114'THICK PANEL �9 7114"THICK PANEL 10 71I4"THICK PANEL 11 7114'THICK PANEL 12 7114'THICK PANEL Project No: 2170892.20 SEE PANEL 12 SEE PANEL�6 SEE PANEL�6 SEE PANEL�6 SEE PANEL�6 Approved: DLB 8 INTERIOR PANEL ELEVATION �n� Building No: 1/8"=T-O„ L a Sheet No: S5.1 s COPYRIGHT NELSON/CRAFT 2019 A OB 24'4a• 25'-0' 26-0" GAYTEWAY LLC. GENERAL ELEVATION NOTES: 3'-6' 3'4' 18'-2" 1. SEE SHEET S5.1 FOR TILT-UP CLINT PANEL NOTES. B A 6 7 17 _ 18 19 2. SEE SHEET S5.1 FOR TILT-UP PANEL KEYNOTES.25"0" 25 NELSON 24-118 8 '-0' 25'-0' 3'-6' 3'4' 18'-2" 3'-6' 6'-4' 5'4" 6'4' 3'-6' CLJNT - Neloo Architecture,Inc. 13 14 El Irv ] El rvi 1200 Fifth Avenue Suite 1300 Seattle,WA 98101 206.408.8500 phone —.NELSON—.- - 30 30 _ _ ___________ _____________ _____ ______ 30 30 30 +22'-0" is 18 +22'-0" +22'-0• 2 15 < LEI Sfi.1 4 2 4 4 2 4 2 2 2 56.1 56.1 56.1 56.1 56.1 3p Sfi.1 56.1 S6.1 S6.1 30 30 30 � 30 fi 2 w s oc � L1J iv -- ----------- ------------ -------. --- FFE=O'-0" _ __ FFE=O'-0' w 17 7114'THICK PANEL 18 7114"THICK PANEL 19 71/4'THICK PANEL Lo SEE PANEL�3 SEE PANEL 1� SEE PANEL�3 O 13 7114"THICK PANEL 14 7114'THICK PANEL 15 7114'THICK PANEL 16 7114'THICK PANEL Q SEE PANEL�3 SEE PANEL�3 SEE PANEL❑1 N INTERIOR PANEL ELEVATION INTERIOR PANEL ELEVATION �,�� i c 1/8"=1'-01, 1/8"=1'-01, C D E F 14'43'8 8' 14'11-5' 14'43' 785" 25'-0" 25'-0" 25'-0' 25'-0" 8 8 CONSULTANT C 3'E" 3'4" 18'2" 3'-6" 3'4' 18'-2' 1— L JNT 20 21 22 23 24 25 CLJNT Q 26 27 28 TACOMA•SEATTLE SPOKANE•TRI-CITIES 2215 NoM 301h Street,Su Re 300 Tacama,WA 98403 253.3B3.2422 TEL 253.383.2572 W —ahbl.oam WEB 26 71/4"THICK PANEL SEE PANEL�3 3'-j' FOR REINFORCING �Rs ��' 6 5 6 4 _ -- 30 FSS10 ALL �1 30 Submittals/Revisions: 3 4 6 s6.1 PERMIT SUBMITTAL 04/19/19 2. 2 :2 :2 2 2 2 - 2 58.1 S6.1 S6.1 58.1 S6.1 56.1 S8.1 S8.1 30 2 30 30 4 0 0 7 i 6 6'OC �T 6'OC 7 FFE=0'-0' 4 8 2 5 Sheet Title: 20 71/4'THICK PANEL 21 71/4"THICK PANEL 22 71/4"THICK PANEL 23 7114'THICK PANEL 24 71/4'THICK PANEL 25 71I4"THICK PANEL 27 7114'THICK PANEL 28 7114'THICK PANEL SEE PANEL[3 SEE PANEL 1� SEE PANEL[3 SEE PANEL[3 SEE PANEL�1 SEE PANEL�3 SEE PANEL 28 PANEL ELEVATIONS Date: 04/19/19 INTERIOR PANEL ELEVATION �� Design: AMP 1/8"=1'-0" `' Drawn: EDD Project No: 2170892.20 Approved: DLB "s Building No: a Sheet No: S5.2 s COPYRIGHT NELSON/CRAFT 2019 7 6 5 4 3 15"0" GENERAL ELEVATION NOTES: 19'-0 T-6" 8'-0' 3'-fi' 3'E" 8'-0" 3'E" 1. SEESHEET S5.I FORTILT-UP GAYTEWAY LLC. PANEL NOTES. El 37 12'-0" 3'-0" 2. SEE PANEL KEYNOTES. E NOTES. TILT-UP PANEL KEYNOTES. _________ _ _—_____—_— 3 TtT� - Y�-LJNT Y 34C dim 37B CLJNT Y 37C NELSON ----__---_—_a 34B ❑ CLJ T ❑ - 28 CLJNT 4 30B — — 30C N CLJNT 31 32 /. 33 38 39 NeDDArchitedure,Inc. 35 36 30B AND 30C '� 1200 Fifth Avenue 7'-0" 13'-fi" 7'-74 700 114"THICK PANEL 18'2" 3'-0" 3'-0" 34B AND 34C 4`1q' 12'.0" $'-3" 5'-3" 12'1" 4'-14• 37B AND 37C 3'-6" 3'-4" 18'.2" SeattleSuit 3WA 98'10'I SEE PANEL 26'-1q' FOR REINFORCING 20-74 25'-0" 14'-104' SEE PANEL 21,-04, 21,4q, SEEP PANEL PANEL 14,1 q•• 250" 206.408.8500 phone SEE PANEL� SEE PANEL FOR REINFORCING FOR REINFORCING —.NELSON—.co- 22 5 24 5 2 5 30 30 30 30 30 30 30 30 5 2 30 30 16 16 30 r� 22'-0" 2 6 6 2 4 18 18 S6.1 W m x I I I 3 6 4 2 2 4 - 4 2 2 30 TYP p 30 30 3 30 56.1 56.1 56.1 56.1 30 30 3 fi 30 30 7 Sfi.1 S6.1 56.1 Z o 4. s 4 TYP (V) e S6.V a 7 6 9 �.,.. 7 -6 IS 6S" ZFFE=O'-0" M O 4 5 fi 2 8 9 9 q 8 5 2 rr N 29 71I4"THICK PANEL 30 7114'THICK PANEL 31 71/4'THICK PANEL 32 7114"THICK PANEL 33 7114"THICK PANEL 34 7114-THICK PANEL 35 7114"THICK PANEL 36 71/4"THICK PANEL 37 7114"THICK PANEL 38 7114-THICK PANEL 39 7114"THICK PANEL SEE PANEL❑3 SEE PANEL 1❑ SEE PANEL❑3 SEE PANEL 37 SEE PANEL 35 SEE PANEL❑3 SEE PANEL 1 INTERIOR PANEL ELEVATION 1 2 'I CONSULTANT 1E 13'-9" 3'-6' 11'-9" d3'.6' 30 TACOMA•SEATTLE•SPOKANE•TRI-CITIES 2215 NoM 301h Street,Su Re 300 Tamura,WA 98403 ———————————_i 253.313.2422 TEL 253.383.2572 FPX —ahbl.mm WEB II I 40 CLJNT Y Y CLJNT 42 1 3 1 �L L• B F �U� 18-114 34'q 18.114 �R4 oP xnsg� 0a ----_— CLJNT CLJNT �Rs oy 41B:REINFORCING 1C 1 7-74 12'9" T 0' 20'71' 71/4ANEL 27'41" IONAl, �'� 4 SEE �3 4 FOR Su b In Itto Is/Revisions: 5 PERMIT SUBMITTAL 04/19/19 ---------------------------------- --- ------------- 30 30 30 30 30 561 S6.1 OPP 5 +22'-0" 2 4 4 ❑ ❑ 4 4 55 7114"THICK PANEL 57 7114"THICK PANEL 4 S6.1 56.1 30 56.1 3p 56.1 ii S6.1 SEE PANEL 55 S6.1 2 Sheet Title: 30 i 30 30 PANEL ELEVATIONS X x Date: 04/19/19 56.1 56.1 5 FFE=0'-0' FFE=0'-0" Design: AMP Drawn: EDD Project No: 2170892.20 40 71/4'THICK PANEL 41 71/4"THICK PANEL 42 71/4"THICK PANEL 34 7114"THICK PANEL 56 7114"THICK PANEL 37 71/4'THICK PANEL m SEE PANEL❑3 SEE PANEL 30 SEE PANEL 29 Approved: DLB 8 Building No: INTERIOR PANEL ELEVATION INTERIOR PANEL ELEVATION ��.� 2 3 Sheet No: s COPYRIGHT NELSON/CRAFT 2019 GENERAL ELEVATION NOTES: OE p C 1. SEE SHEET SS.iFORTILT-UP GAYTEWAY LLC. 5 PANEL NOTES. 78 14'8" 14'-118 8' 14'Sa 25'0' 25'-0" 25'-0" 25'-0" 25'0' 2. SEE SHEET S5.I FOR TILT-UP PANEL KEYNOTES. I CLJNT 18'-2' 3'W 3'-6' 18'-2" 3'4" 3'8" ° 47 46 49 ° 51 NELSON CLJNT CLJNT - Nelco Architecture,Inc. 43 44 1200 Fifth Avenue 71 THICK PANEL Suite 1300 Seattle,WA 98101 SEE PANEL FOR REINFORCING 206.408.8500 phone 71 e. 6'-01. M" 3'-6' 8'-0' 3'8�' —.NELSON—.- ----------- 30 30 30 0 +22'-0' 4 2 4 2 2 2 2 2 2 S6.1 56.1 30 56.1 S6.1 S6.1 58.1 Sfi.1 S6.1 56.1 Uj 4 Q w 3�: 30 30 x, w z = z0 FFE=M' "' L. 43 71/4'THICK PANEL 44 7114"THICK PANEL 46 7114"THICK PANEL 47 71/4'THICK PANEL 48 71/4-THICKPANEL 49 7114-THICKPANEL 50 71/4"THICK PANEL 51 71/4"THICK PANEL N SEE PANEL 28 SEE PANEL 28 SEE PANEL F SEE PANEL[ SEE PANEL 3 SEE PANEL F SEE PANEL F SEE PANEL F INTERIOR PANEL ELEVATION A 1/8"=T-01, �� B A 75• 25'-0' 25'-0' 24'-438' 8 CONSULTANT1— CLINT 52 Q B i Hj TACOMA•SEATTLE•SPOKANE•TRI-CITIES 2215 N°M 301h Street,Su Re 300 Tamura,WA 98403 253.333.2422 TEL 253.383.2572 F —ahbl.mm WEB l 8 4 PA��"2a8ti<��W SIONALGl ____________________________________________ 30 Submittals/Revisions: +22'-0" PERMIT SUBMITTAL 04/19/19 2 2 _ 2 4 S6.1 56.1 S6.1 Sfi.1 12'0" o 30 FFE=0'-0" ——— -- Sheet Title: PANEL ELEVATIONS 52 71/4"THICK PANEL 53 71/4"THICK PANEL 54 7114-THICKPANEL Date: 04/19/19 SEE PANEL F-3] SEE PANEL F-1] SEE PANEL F-3] Design: AMP INTERIOR PANEL ELEVATION Drawn: EDD 1/8"=1'-0" 2 Project No: 2170892.20 Approved: )LB "s Building No: a Sheet No: S5.4 s COPYRIGHT NELSON/CRAFT 2019 NOTE: NOTE: NOTE: IT SHALL BE ACCEPTABLE TO CANT SEE PANEL ELEVATIONS FOR 1. SEE PANEL ELEVATIONS FOR NUMBER AND GAYTEWAY LLC. PANEL TIES TO ADJUST VERT BAR NUMBER AND SPACING OF PANEL SPACING OF PANEL TO PANEL CONNECTIONS LOCATION TO PANEL CONNECTIONS 2. ONCE PANEL TO PANEL CONNECTIONS ARE WELDED TILT BRACES ADJACENT TO L 2 x 2 x 3/8 x 0'-0" INTERSECTING PANEL CORNERS MAY BE EXTERIOR VERT REINF EACH W/#5 ASTM A706 REMOVED FACE FACE PER PANEL x 4'-6" ELEVATION PL#5 AST 0'6" NELSON ,,IB'CLR 1 112"CLEAR TYP 6' TIES PER PANEL 3/4"CLR TO TYP VERT REINF 6' 114 5 4 A7 6 ASTM ELEVATION TO VERTS TIES AT \AT CLATPANELS A706 x4'E" AT INSIDE INSIDE FACE WIO OPENINGS L2x2x1/4 x0'-5" p5 Neloo Architecture,Inc. FACE 46° 112"7, 2 w Ed Ji CLR w j EMBED PER • • EO a a 12 r---- -- -------- ----------- i EA SIDEOFJNT - - 9 • w 1200 Fifth Avenue _ • a6 • • • • ____ EO U 12 OUTSIDE Seatt 13004 -------- ---- --- - ---------- - -- --- -------� -----------------------� - --------------------- ^ U 12' le,W. 98101 314'CHAMFER�11/2"CLR TO 112'MIN REVEAL �� V� r - CLR 11/2' n CLR w 206.408.8500 phone AT EXTERIOR VERTS AT AT CLR TO REVEAL PER ARCH INTERIOR FACE HOOK HORIZ REINF -------- ----- c AND OPENINGS REVEAL TIES TYP-3/4"MAX DEPTH 2#5VERTWHERE (1)#5 x4'-0"CENTERED a WHERE SHOWN ON () `� —.NELSON—...- OFFSET PANEL ELEVATIONS SHOWN ON ELEV P► ON EA EMBED UNLESS PL 318x 212 x0'6" •—- - - -—o OFFSET TIE 314'CHAMFER ENCLOSED BY TIES AT REINFORCEMENT OUTSIDE FACE TYP A OINT v� WALL PIER FROM REVEAL BACKER ROD (2)#5 WHERE AND 511fi 5 TYP PL 318 x4 x 0'-6' ` INTERIOR REVEAL PERARCH EDGE WHERE AND CAULKING �114 6 FACE I..I'AX DEPTH SHOWN ON ELEV TYP WI(2)12'DIA x 5" WHS AT 4'GA BACKER ROD CONN L INTERIOR FACE AND WELD AND CAULKING PER TYP W TYPICAL PANEL JOINT AND Py� w j REINFORCEMENT CLEARANCES TYPICAL PANEL TO PANEL CONNECTION TYPICAL INSIDE CORNER CONNECTION TYPICAL OUTSIDE CORNER CONNECTION LJJ Q Z PLAN 1 PLAN 2 PLAN PLAN 4 w z O /� 1"=1'-0" 1"=1'-0" 1"=1'-0" e 1"=1'-0" ' V <.o Z PL 12 x 12 x 6'-0'ALIGN BOT AT ELEV Lo 23'-0"W/(2)ROWS OF 12'DIA x 5 WHS T AT 14"OC(10)TOTAL O • rr GALV L 6 x fi x 12 x 6'-0"ALIGN BOT AT ELEV 23'-0"WI(5)x 2'-0"A706 AT 1,T OC AND(5)3l4"MA GALV THIRD N R00 AND NUTS AT 14"OC STAGGER 2'FROM REBAR PANEL 55 OR 57 PANEL 56 WING WALL-REINF W1M PANEL 34 OR 37 BOT OF PANEL ELEV VERT AT 12'OC AND#5 22'-0" HORIZ AT 16"OC WITH STANDARD HOOK INTO MAIN PANEL-AT CONTRACTOR OPTION RETURN PANEL MAY BE CAST SEPARATELY FROM MAIN WALL PANEL - CL 4"LEG OF L PANEL JOINT AT IO PANEL-PANEL CONSULTANT CONTRACTOR OPTION- !Vi- CONN BELOW GALV L 8 x 4 x 12 ATTACH TO MAIN PANEL -`y PER q• TYP PROVIDE HORIZONTAL - #6 VERT AT I2'OC WITH(2)PANEL CLIPS PER ,( V 1/4 3 SLOTTED HOLES AND 1— AT 3'-0'AFF AND 6'-0'AFF O-` HEAVY CUT WASHERS #5 HORIZ AT 16'OC #3 TIES AT 12'OC MIN MAIN WALL PANEL PILASTER L 6%6%12%6'-0'ALIGN BOT AT #5 CORNER BARS AT ■ IN LIEU OF TYP EER PER ATIONSNAND WALL �� ELEV2AN W/(5)#5IA x5 WHS AT 71 1/4 2-6 TYP 16'OC ELEVATIONS �.0 P 14'OC AND(5)12'DIAx5 WHS AT HORIZ REINF - 14'OC STAGGER 2'FROM REBAR OTACOMA•SEATTLE SPOKANE•TRI-CITIES • BRICK VENEER 1 2215 NoM 301h Street,Su Re 300 Tamura,WA98403 74' 253.333.2422 TEL 253.383.2572 FPx w ahbl.mm PERARCH WEB • •• • (2)#5 VERT AT END OF WALL w • • • • • PANEL 34C OR 37B 4' GALV BENT 12 GA R$tre xnsgx�T PL x4'-0"LONG �G WITH(3)12'DIA x 5" PANEL-PANEL WHS AT I8'OC 4 CONN PER °A��"2axa 8•��' PANEL 35 OR 3fi PANEL-PANEL �`SSIONAL �t TYPICAL PANEL EDGE AT TRUCK DOOR TYPICAL WING WALL CONN PER G� Submittals/Revisions: PLAN PLAN SECTION PLAN PERMIT SUBMITAL 04/19/19 5 6 7 1"=1'-0" 1"=1'-0" 1"=1'-0" 1"=1'-0" 8 Sheet Title: TILT-UP PANEL DLTAILS Date: 04/19/19 Design: AMP Drawn: EDD Project No: 2170892.20 Approved: DLB s Building No: a Sheet No: S 6.1 s COPYRIGHT NELSON/CRAFT 2019 VM SAFEbuilt . 1621 114t"Avenue SE, Suite 219 • Bellevue, WA 98004 • www.SAFEbuilt.com DEFERRED SUBMITTAL AGREEMENT The undersigned has been issued a permit for construction prior to final approval of the following.The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. Applicant's Name Errol Ramirez, Project Manager- NELSON Phone (206)408-8633 E-Mail eramirez@nelsonww.com Primary Contact Errol Ramirez, Project Manager- NELSON Phone (206)408-8633 E-Mail eramirez@nelsonww.com Project Name Gateway Building B Permit Number Project Construction of a new tilt-up concrete 24' Description clear, semi-conditioned shell building Tax ID Number Site Address 20015 67th Avenue NE Contractor Deferred Item Pre-Engineered Steel Joists and Joist Girders Date Deferred Item Date Deferred Item Date Deferred Item Date Deferred Item Date Deferred Item Date I hereby assume all risk, financially and otherwise, for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that approval for the above deferred submittal(s) may take up to ten working days (or longer if there are problems with the submittal) from the date of submission. I understand that certain inspections will NOT be performed until the submissions are accepted. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittal must be submitted to the design professional in responsible charge of the above project for written approval prior to submittal so SAFEbuilt. Architect/Engineer of Record Printed Name Architect/Engineer of Record Signature Date Owner Printed Name DANIEL B. TAYLOR, OWNERSHIP REPRESENTATIVE Owner Signature Z�4) xl"acz a, Date MAY 17, 2019 ACCEPTED ON BEHALF OF THE BUILDING DEPARTMENT SAFEbuilt Printed Name SAFEbuilt Signature Date VM SAFEbuilt . 1621 1141h Avenue SE, Suite 219 • Bellevue, WA 98004 • www.SAFEbuilt.com SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional in responsible charge acting as the owner's agent shall employ one or more WABO Certified Special Inspectors to provide inspections during construction. Applicant's Errol Ramirez, Project Name Manager- NELSON Phone (206)408-8633 E-Mail eramirez@nelsonww.com Primary Errol Ramirez, Project nelsonww.com Contact Manager- NELSON Phone (206)408-8633 E-Mail eramirez@nelsonww.com Project Tax ID Name Gateway Building B Number Project Construction of a new tilt-up concrete 24' Site 20015 67th Avenue NE Description clear, semi-conditioned shell building Address Before a permit can be issued: The owner, Architect or Engineer of Record acting as the owner's agent, shall complete (2) copies of this agreement, including the required acknowledgements, and attach structural tests and inspection schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of Special Inspectors: Special Inspectors shall be approved by the Building Official prior to performing duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE: 1. DUTIES AND RESPONSIBILITES OF SPECIAL INSPECTOR a. Observe Work: The Special Inspector shall observe the work for conformance with SAFEbuilt approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC, the Architect/Engineer-reviewed shop drawings and/or placing drawings may be used only as an aid to inspection. b. Report Non-Conforming Items:The Special Inspector shall bring non-conforming items to the attention of the contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify SAFEbuilt by telephone 425-888-7643 or in person, and notify the project Architect or Engineer. c. Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections TO REMAIN AT THE JOB SITE WITH THE CONTRACTOR for review by the Building Official. d. Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to SAFEbuilt, project Architect/Engineer, and others designated. These reports must include the following: • Description of daily inspections and test made, with applicable locations. • Listing of all non-conforming items. • Report on how non-conforming items were resolved or unresolved, as applicable. • Itemize all changes authorized by the Architect/Engineer of Record and Building Official if not included in non-conformance items. e. Furnish Final Report: The Special Inspector of inspection agency shall submit a final signed report to SAFEbuilt stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when continuous was required, etc.) shall be specifically itemized in this report. 2. CONTRACTOR RESPONSIBILITIES a. Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the SAFEbuilt approved plan as specified by the Architect and/or Engineer of Record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by SAFEbuilt upon request. 3. BUILDING OFFICIAL RESPONSIBLITIES a. Approve Special Inspector: SAFEbuilt shall approve all Special Inspectors and inspection requirements. b. Monitor Special Inspection: Work requiring special inspection and the performance of special inspectors shall be monitored by the Building Official. His/her approval must be obtained prior to placement of concrete or similar activities in addition to that of the special inspector. c. Issue Certificate of Occupancy: The Building Official may issue a Certificate of Occupancy after all special inspection reports and the final report have been submitted and accepted. 4. OWNER RESPONSIBILITIES a. Funding: The project owner, Architect or Engineer of Record acting as the owner's agent shall fund the special inspection services. 5. ARCHITECT OR ENGINEER OF RECORD RESPONSIBLITIES a. Drawings: The Architect or Engineer of Record shall include special inspection requirements on the design drawings and specifications. b. Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction and testing of backfill and/or road beds as recommended by the geo-tech engineer and structural welding as work progresses. SPECIAL INSPECTION AND STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 INTERNATIONAL BUILDING CODE Indicate items requiring special inspection, structural testing or structural observations by checking the appropriate box: Se STRUCTURAL STEEL (IBC 1705.2.1 & IBC 1705.12.1) f STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC 1705.2.3) CONCRETE CONSTRUCTION (IBC 1705.3) MASONRY CONSTRUCTION (IBC 1705.4) ❑ WOOD CONSTRUCTION (IBC 1705.5, 'BE _. __.__._ & IBC 1705.12.2) SOILS CONSTRUCTION (IBC 1705.6) ❑ DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑ CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) HELICAL PILE FOUNDATIONS (IBC 1705.9) ❑ SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) MASTIC & INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑ EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) L FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category 111 or IV per IBC Table 1604.5. L SMOKE CONTROL (IBC 1705.18) ❑ ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ❑ PLUMBING, MECHANICAL& ELECTRIAL COMPONENTS (IBC 1705.12.6) Only required for buildings located within Seismic Design Category D, E or F. ❑ SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ❑ SPECIAL CASES (IBC 1705.1.1) Material alternatives or unusual design applications. ❑ MISCELLANEOUS AREAS— These inspections may be recommended by the Architect/Engineer or Record and are to be approved by SAFEbuilt. ACKNOWLEDGEMENTS I have read and agree to comply with the Terms and Conditions of this Agreement. Owner Print Name DANIEL B. TAYLOR, OWNERSHIP REPRESENTATIVE Owner Signature 1�5• 4—yz-ole Date MAY 17, 2019 Contractor Print Name TBD Contractor Signature Date ❑ Submit written Statement of Responsibility in accordance with IBC Section 1704.4. Special Inspector Print TBD Name Special Inspector Signature Date Submit WABO Certification for special inspection agency and inspectors, (or) ❑ Submit special inspection agency documentation for Building Official approval. Name of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector Name Scope of Work Inspector Name Scope of Work Inspector Name Scope of Work Inspector Name Scope of Work Architect/Engineer of Record Print Name Architect/Engineer of Record Signature Date Structural Observer Andy Pflueger, PE, SE -AHBL Inc. Print Name Structural Observer Signature Date 03/05/19 Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. Structural Observations required in accordance with IBC Section 1704.5. Accepted on Behalf of the Building Department. SAFEbuilt Print Name SAFEbuilt Signature Date CITY OF ARLINGTON i 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:20100 67th Avenue NE Permit#:2580 Parcel#:31051400200700 Valuation:2866050.00 OWNER APPLICANT CONTRACTOR Name:Gayteway Business Park,LLC Name:Errol Ramirez Name:SIERRA CONSTRUCTION CO Address:P.O.Box 1727 Address:1200 5th Avenue,Suite 1300 Address: 14800 NE North Woodinville Way City,State Zip:Bellevue,WA 98009 City,State Zip:Seattle,WA 98101 City,State Zip:Woodinville,WA 98072 Phone: Phone:206-408-8633 Phone:425-847-5200 LIC:SIERRCC145N8 EXP:3/31/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Naive: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: I CONST.TYPE: IIIB DWELLING UNITS: OCC GROUP: F-1/$ BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES'TAX NOTICA Sales tax el Ling to ns c d true'on materials in the City of Arlington must be reported on your sales tax return form an •o a of (J(A •r'r `� IUA . h,01—a Signature Print Name Dale Rele Date CONDITIONS Adhere to approved plans and call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 09/09/2019 Building Permit Fee $35,704.56 09/09/2019 Building Plan Review Fee $23,207.96 09/09/2019 Processing/Technology Fee $25.00 09/09/2019 State Surcharge-Commercial $25.00 Total Due: $58,962.52 Total Payment: $58,962.52 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon y COMMERCIAL APPLICATION ��ljNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. X❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) El One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form El Two (2)Architectural Drawings El Two (2) Structural Drawings 0 Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) El One (1) NREC Code Compliance Forms 0 One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to ced(aD_arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 G1�Y Off' COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code (IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible& Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 & IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. FRI SITE PLAN —.REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer, gas and electrical. 10. Flood hazard areas,floodways, and design flood elevations as applicable. B. FRI ARCHITECTURAL DRAWINGS 1. ® Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type (show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum '/4-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new, existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 G1�Y Off' COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls, doors,windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. ❑N/A Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum '/4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ® Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5. ❑N/A Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less, show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. FRI SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. RI WASHINGTON STATE ENERGY CODE 1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Gayteway Business Park-Building B Valuation: $2,866,050.00($45'I SF) Project Address: 20015 67th Ave NE,Arlington,WA Parcel ID#: 31051400200700 Legal Description Section 14 Township 31 Range 05 Quarter NW-See civil for full description Owner: Daniel B.Taylor(Owner Representative) Phone Number: (206)465-92491 Address: 1639 Harbor Ave SW City: Seattle State: WA Zip Code: 98126 Engineer: Andy Pflueger Phone Number: (253)383-2422 Cell Phone: (253)383-2422 E-mail: apflueger(c_ahbl.com Address: 2215 North 30th Street,Suite 300 City: Tacoma State: WA Zip Code: 98403 General Contractor: TBD Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: Contractor's License Number: Expiration: Contact Person: Errol Ramirez Phone Number: (206)408-8633 Cell Phone: (206)408-8633 E-mail: errolOcraftarchitects.com Address: 1200 5th Ave,Suite 1300 City: Seattle State: WA Zip Code: 98101 Proposed Scope of Work: Construction of a new tilt-up concrete 24'clear,semi-conditioned shell building. REV 2015 Page 6 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Project Name/Tenant Gayteway Business Park-Building C/Tenant TBD Site Address 20015 67th Ave NE,Arlington,WA Bldg/Unit/Suite IBC Construction Type 11113,fully sprinklered IBC Occupancy Type F-1 Description of Use For factory/industrial use,tenant TBD. Building Square Footage 66,625 SF Number of Stories 1 Square Footage Per Floor 66,625 SF Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents (>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Name of Project: Gayteway Business Park-Building C Project Address: 20015 67th Ave NE,Arlington,WA Special Inspection Firm: TBD Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted. The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site, for review. REV 2015 Page 8 of 9 G1�y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: Date: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 C� y f,., . . COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington - 18204 59th Ave NE -Arlington,WA 98223 - Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Gayteway Business Park-Building B Valuation: $2,866,050.00($45'I SF) Project Address: 20015 67th Ave NE,Arlington.WA Parcel ID#: 31051400200700 _ Legal Description Section 14 Township 31 Ranae 05 Quarter NW-See civil for full descriptior Owner: Daniel B. Taylor(Owner Representative)_ Phone Number: (206)465-92491 Address: 1639 Harbor Ave SW City: Seattle State: VVA Zip Code: 98126 Engineer: Andy Pflueger Phone Number: (253)383-2422 Cell Phone: (253)383-2422 E-mail: apflueger@ahbl.com Address: 2215 North 301h Street,Suite 300 City: Tacoma State: WA Zip Code: 98403 General Contractor: TBD Phone Number: Cell Phone: _ E-mail: Address: _ City: State: Zip Code: Contractor's License Number: Expiration Contact Person: Errol Ramirez Phone Number: (206)408-8633 Cell Phone: (206)408-8633 _ E-mail: errol9bgraftarchitects.com Address: _1200 5th Ave,Suite 1300 City: Seattle State: WA Zip Code: 98101 Proposed Scope of Work: Construction of a new tilt-up concrete 24'clear semi-conditioned shell building. REV 2015 Page 6 of 9 C� V COMMERCIAL APPLICATION y�l�N�;�o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 Project Name/Tenant_ Gayteway Business Park-Building C/Tenant TBD Site Address 20015 67th Ave NE,Arlington,WA Bldg/Unit/Suite IBC Construction Type IIIB,fully sprinklered IBC Occupancy Type f_-1 Description of Use_For factory/industrial use,tenant TBD. Building Square Footage 66.625 SF Number of Stories 1 Square Footage Per Floor 66,625 SF Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents (>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items. Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Name of Project: Gayteway Business Park-Building C Project Address: 20015 67th Ave NE Arlington WA Special Inspection Firm: TBD Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted. The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City:detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site, for review. REV 2015 Page 8 of 9 L`T Y COMMERCIAL APPLICATION ING,`o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington - 18204 59th Ave NE •Arlington, WA 98223 •Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector, Building Division: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: Z�Wlt,cy UJ- Ownership Representative Date:05/31/19 I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 M 0 Structural Calculations PREPARED FOR: Nelson Seattle 1200 Fifth Avenue Suite 1300 Seattle, WA 9101 Errol Ramirez PROJECT: Gateway Building B 2170892.20 PREPARED BY.- Andy Pflueger, PE, SE Senior Project Manager REVIEWED BY.- Dan Booth, PE, SE Principal DATE: April, 2019 Civil Engineers • Structural Engineers • Landscape Architects • Community Planners • Land Surveyors • Neighbors Pagel of 352 Structural Calculations For [BID Gateway Building B Arlington, WA Project # 2170892.20 Project Principal Dan Booth, PE, SE Project Manager Andy Pflueger, PE, SE Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2015 Edition. Structural Design Criteria: Live Load Criteria: Roof(Min Blanket Snow) 25 psf �,°F WASgrN�O�� Slab on Grade 250 psf Wind Load Criteria: Ultimate Wind Speed 110 6 Risk Category II Wind Exposure C SSZONAL � Topographic Factor 1.0 0y11912O19 Seismic Criteria: Risk Category II Seismic Importance Factor 1.0 SS = 1.063 S, = 0.413 Sds = 0.762 Shc = 0.437 Site Class = D (Per Geotech) Seismic Design Category = D Response Modification Coeff. (R): 5 Seismic Response Coeff. (CS): 0.152 Page 2 of 352 Soil Criteria: Based on Geotechnical Engineering Report by: Sondergaard Geoscience, PLLC, dated February 9, 2018 and December 12, 2018. Allowable Soil Bearing Capacity: 1500 psf allow 33% increase for loads from wind or seismic origin. Active Earth Pressure = 35 pst/ft At Rest Earth Pressure = 50 psf/ft Seismic Earth Pressure = 8H and 1 OH psf for active and at rest respectively Friction Coefficient = 0.35 Passive Pressure = 250 psf/ft Project Description The project consists of an approximately 63,481 square foot shell building in the city of Arlington, Washington. The structure is anticipated to be tilt-up concrete walls, modified Berkley roof framing, and conventional concrete foundations. Page 3 of 352 Table of Contents Section Description Page (s) 1.0 Design Criteria 5-12 2.0 Foundation Design 13-29 3.0 Roof Framing Design 30-47 4.0 Column Design 48-65 5.0 Wall Design 66-145 6.0 Lateral Design 146-154 7.0 Shearwall Design 155-291 8.0 Canopy Design 292-315 9.0 Miscellaneous 316-353 Page 652 Project— & "tom Project No. !�I I O�j 12i7� ❑ Page of �1 -1 Subject Phone ❑ Calculations WithlTo Fax# El Fax ElO = Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers V64 W "Poo ; Landscape Architects R pof!rl Community Planners Land Surveyors `dt'L T-G Z O �(o A� �Lf� G 9 �✓/ P'�Ir {r,A 0 tL p72 J �C, "At N(s 4- LhN6 3R5i �L( Svc h 4 tom- = V If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. PagOw2 1 " ' 29 2/� El Page of 91 Project(" �/ �l'1X� a_�i Project No. /.,," 0 Subject Phone ❑ Calculations Wid ❑ Fax WithlTo Fax# ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers �1n �./� v V'/ •'r' AY) V��' � Structural Engineers �) Landscape Architects c4i 2b 1 AA.-T IZ Community Planners Land Surveyors tib FAH n-5� kofrye �'S M ► N tk V r� 2 -r �, -Z� �► - �i2. 3 d 0 CL ; ln°lo of BHP D40 LAO.* �l a;:11�-�t 0 3� r If this does not meet with your understanding,plea contact us' writing within seven days.TYOU ,V r = �� Pagow2 Project Project No. 00 27� ❑ Page of V Subject Phone ❑ Calculations _ With/To Fax# ❑ Fax O ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo 1 ,A ' Civil Engineers Vy9 G Structural Engineers L' Landscape Architects cfi rho !�1I�' OV r Community Planners 01 Land Surveyors �[0MVN l0 5r- o ev 2 Q ,�► -��-5 12,s / - S r- ti If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. /� Pag �52 Project � lf�W { � Project No. 2-A1 0151�L � El Page of W Subject Phone ❑ Calculations _ ❑ Fax With/To Fax# ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers LZ Landscape Architects r,(=� 'rPWr l 42,b - t kAe;i g; �pL pj�{� L� �I C ✓L G,.r—�G�S Community Planners C5 Land Surveyors D.71 * (0 - If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Page 8 of 352 4/10/2019 ATC Hazards by Location ATCHazards by Location Search Information a a aeoro wooaey Burlington° 0 Coordinates: 48.178164, -122.139574 > Mt Vernon Oak Harbor 125 ft Elevation: 125 ft a if v Timestamp: 2019-04-11 T00:34:02.152Z Hazard Type: Wind oSequim Marysville 0 Whidbey Everett Island o Go le Map d®twMMiGengte ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 68 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MR125-Year 74 mph MR125-Year 79 mph MR150-Year 79 mph MR150-Year 85 mph MRI 100-Year 84 mph MRI 100-Year 91 mph Risk Category 1 93 mph Risk Category 1 100 mph Risk Category 11 98 mph Risk Category 11 110 mph Risk Category 111 105 mph Risk Category III-IV 115 mph Risk Category IV 109 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wahsitP rint- not imnly annrnval by the nnvarninn hi ildinn cnrla hnriias rPsnnnsihh-fnr hiiildinn cnriP annrnval anti intarnrPtntinn fnr the https://hazards.atcouncil.org/#/wind?lat=48.178164&lng=-1 22.139574&add ress= 1/2 Page 9 of 352 4/10/2019 ATC Hazards by Location building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/wind?lat=48.178164&ing=-1 22.139574&address= 2/2 Page 10 of 352 4/10/2019 ATC Hazards by Location ATCHazards by Location Search Information aeoro-wooney o Burlington° 0 Coordinates: 48.178164, -122.139574 Mt Verno125 ft Elevation: 125 ft Oak Harbor 10 If Timestamp: 2019-04-11 TOO:35:31.968Z Hazard Type: Seismic -Sequim Marysville 0 Whidbey Everett Reference ASCE7-10 Island o Document: Go �B by Risk Category: II � Map d19�®tZQm�i6®etgte 9 y Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0 0.20 .20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) Basic Parameters Name Value Description SS 1.062 MCER ground motion(period=0.2s) St 0.413 MCER ground motion(period=l.Os) SMs 1.142 Site-modified spectral acceleration value SMi 0.656 Site-modified spectral acceleration value SIDS 0.761 Numeric seismic design value at 0.2s SA Spt 0.437 Numeric seismic design value at 1.Os SA Additional Information Name Value Description SDC D Seismic design category Fa 1.075 Site amplification factor at 0.2s Fv 1.587 Site amplification factor at 1.0s CRg 0.981 Coefficient of risk(0.2s) https://hazards.atcouncil.org/#/seismic?lat=48.178164&ing=-122.139574&address= 1/2 Page 11 of 352 4/10/2019 ATC Hazards by Location CR, 0.948 Coefficient of risk(1.0s) PGA 0.427 MCEG peak ground acceleration FPGA 1.073 Site amplification factor at PGA PGAM 0.458 Site modified peak ground acceleration TL 6 Long-period transition period (s) SsRT 1.062 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.083 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.413 Probabilistic risk-targeted ground motion (1.0s) S1 UH 0.436 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=48.178164&ing=-122.139574&address= 2/2 ,��..,,,,tt l�� G� Page �52 wil Projectthlzg�- &-1 Project No. ►� 1�2`� ❑ Page of �1 Subject Phone ❑ Calculations _ With/To Fax# ❑ Fax O ❑ Memorandum _BJ L-J' Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers p n 0 Landscape Architects Community Planners I i Land Surveyors o P (DA% 14 i pi 4 1 I L, n Q �p t I i If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Page 2 n Project 6^hm "+GW1�Lt PI'�7o IZJ Project No. 4,1 �� ' ❑ Page of V Subject Phone ❑ Calculations MIA 0 ❑ Fax With/To Fax# i ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects S�N J0!/4A-3; L��z� G Zt ss; c 0 L5 (Z- o 1D�mmunity Planners CLand Surveyors 'Z.b2 Ft WIPE f-411N 4 P- If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. (� Page 14 of 352 Building A Column/Footing Loads TRIBUTARY AREA Grids F E D C B A TRIB 1 N/A 1187.5 N/A N/A N/A N/A 25 2 N/A 2375 2500 2500 750 N/A 50 3 491.6 2375 2500 2500 N/A N/A 50 4 983.1 2375 2500 2500 N/A N/A 50 5 491.6 2375 2500 2500 N/A N/A 50 6 N/A 2375 2500 2500 750 N/A 50 7 N/A 1187.5 N/A N/A N/A N/A 25 TRIB 22.5 47.5 50 50 50 25 DEAD LOAD = 15 PSF SNOW LOAD = 25 PSF DEAD LOAD KIPS Grids F E D C B A 1 - 17.81 - - - - 2 - 35.63 37.50 37.50 11.25 - 3 7.37 35.63 37.50 37.50 - - 4 14.75 35.63 37.50 37.50 - - 5 7.37 35.63 37.50 37.50 - - 6 - 35.63 37.50 37.50 11.25 - 7 - 17.81 - - - - Page 15 of 352 SNOW LOAD KIPS 6 F E D C B A 1 - 29.69 - - - - 2 - 59.38 62.50 62.50 18.75 - 3 12.29 59.38 62.50 62.50 - - 4 24.58 59.38 62.50 62.50 - - 5 12.29 59.38 62.50 62.50 - - 6 - 59.38 62.50 62.50 18.75 - 7 - 29.69 - - - - COLUMN DL EST 1.4 KIPS TOTAL LOAD KIPS Grids F E D C B A 1 - 48.90 - - - - 2 - 96.40 101.40 101.40 31.40 - 3 21.06 96.40 101.40 101.40 - - 4 40.73 96.40 101.40 101.40 - 5 21.06 96.40 101.40 101.40 - - 6 - 96.40 101.40 101.40 31.40 - 7 - 48.90 - - - - Page 16 of 352 ALLOWABLE SOIL BEARING PRESSURE 1.5 KSF MIN SQUARE FOOTING SIZE Grids F E D C B A 1 - 6.0 - - - - 2 - 9.0 9.0 9.0 5.0 - 3 4.0 9.0 9.0 9.0 - - 4 6.0 9.0 9.0 9.0 - - 5 4.0 9.0 9.0 9.0 - - 6 - 9.0 9.0 9.0 5.0 - 7 - 6.0 - - - - Page 17 of 352 =1'= AH'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:25PM General ooting File=Q:\2017\2170892\20_STRNON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: F4.0(1500 PSF ASBP) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 270.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coef = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 $ Mm Steel%Bending Reinf = Allowpress.increase per foot ofdepth = ksf N1nn Allow%Temp Reinf = 0.00180 when footing base is below = $ Mm.Overtuming Safety Factor = 1.0 :1 Mm.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use$g wt for stability,moments&shears Yes = ksf Add Pedestal VA for Soil Pressure No when max length or width is greater than Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to XXAxis = 4.0 $ Length parallel to Z-Z Axis = 4.0 $ Footing Thickness = 12.0 in Pedestal dimensions... xo x px:parallel to XXAxis = in pz:parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.625 in o w Reinforcing ,Z. Bars parallel to XXAxis _ Number ofBais — 4.0 Reinforcing Bar Size = 4 5 Bars parallel to Z-Z Axis NumberofBans = 4.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) ------ Direction Requiring Closer Separation n/a #Bans required within zone n/a #Bans required on each side ofzone n/a Applied Loads D Lr L S W E H P:Cohmmri Load = 9.0 15.0 k OB:Overburden = ksf N4-xx = k$ nzz = k$ V-x = k V-z = k Page 18 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:25PM General Footing File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Budd:10.18.12.12. KW-06001735 Description: F4.0(1500 PSF ASBP) DESIGN SUNW ARY - • • Mir.Ratio hem Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 1.645 ksf 1.645 ksf +D+S about Z-Z axis PASS n/a Overturning-XX 0.0 Wit 0.0 Wit No Overturning PASS n/a Overturning-Z-Z 0.0 k l 0.0 k l No Overturning PASS n/a Sliding-XX 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3864 ZFlexure(+)) 4.350 k$/ft 11.259 WWI +1.20D+1.60S PASS 0.3864 ZFlexure(-)) 4.350 kft/ft 11.259 kft/ft +1.20D+1.60S PASS 0.3864 XFlexure(+Z) 4.350 k ft/ft 11.259 k ft/ft +1.20D+1.60S PASS 0.3864 XFlexure(-Z) 4.350 k ft/ft 11.259 k ft/ft +1.20D+1.60S PASS 0.3477 1-way Shear(+30 28.567 psi 82.158 psi +1.20D+1.60S PASS 0.3477 1-way Shear(-X) 28.567 psi 82.158 psi +1.20D+1.60S PASS 0.3477 1-wayShear(+Z) 28.567 psi 82.158 psi +1.20D+1.60S PASS 0.3477 1-way Shear(-Z) 28.567 psi 82.158 psi +1.20D+1.60S PASS 0.7304 2-way Punching 120.018 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (fa) Bottom,-Z Top,+Z Left,-A Right,+A Ratio XX DOnly 1.645 n/a 0.0 0.7075 0.7075 n/a n/a 0.430 XX+D+S 1.645 n/a 0.0 1.645 1.645 n/a n/a 1.000 XX+D+0.750S 1.645 n/a 0.0 1.411 1.411 n/a n/a 0.858 XX+0.60D 1.645 n/a 0.0 0.4245 0.4245 n/a n/a 0.258 Z-Z DOnly 1.645 0.0 n/a n/a n/a 0.7075 0.7075 0.430 Z-Z+D+S 1.645 0.0 n/a n/a n/a 1.645 1.645 1.000 Z-Z+D+0.750S 1.645 0.0 n/a n/a n/a 1.411 1.411 0.858 Z-Z+0.60D 1.645 0.0 n/a n/a n/a 0.4245 0.4245 0.258 Overturning Stability Rotation Axis& Load Combination... Overturning Nbment Resisting Nbment Stability Ratio Status Footing Has NO Overhuning Sliding Stability AR units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure ML Side Tension As Req'd Gvm.As Actual As Phi*Mh Flexure Axis&Load Combination Status k$ Surface in1\2 in1\2 ie2 k$ XX+1.40D 1.575 +Z Bottom 0.2592 Ain Temp% 0.310 11.259 OK XX+1.40D 1.575 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D 1.350 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20D 1.350 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D+0.50S 2.288 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20Di0.50S 2.288 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D+1.60S 4.350 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20D-1.60S 4.350 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D+0.70S 2.663 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20Di0.70S 2.663 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+0.90D 1.013 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+0.90D 1.013 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.40D 1.575 -A Bottom 0.2592 Nln Temp% 0.310 11.259 OK Z-Z+1.40D 1.575 +A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.20D 1.350 -A Bottom 0.2592 Nln Temp% 0.310 11.259 OK Z-Z+1.20D 1.350 +A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Page 19 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA 98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:25PM General Footi n File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Budd:10.18.12.12. IRMIMAIIIIII Description: F4.0(1500 PSF ASBP) Footing Flexure Mr Side Tension As Req'd Gvm.As Actual As Phi*lvh Flexure Axis&Load Combination Status k$ Surface in^2 in^2 in^2 k$ Z-Z+1.20D+0.50S 2.288 A Bottom 0.2592 Mm Temp% 0.310 11.259 OK Z-Z+1.20D+0.50S 2.288 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK Z-Z+1.20D+1.60S 4.350 -A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.20D+1.60S 4.350 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK Z-Z+1.20D+0.70S 2.663 -A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.20D+0.70S 2.663 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK Z-Z+0.90D 1.013 -A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+0.90D 1.013 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK One Way Shear Load Combination... Uu @-X Mu @+X Mu @-Z Mu @+Z u11:M1X Phi W Mi/Phi*Un Status +1.40D 10.34 psi 10.34 osi 10.34 psi 10.34 psi 10.34 osi 82.16 psi 0.13 OK +1.20D 8.87Dsi 8.87Dsi 8.87Dsi 8.87Dsi 8.87Dsi 82.16 Dsi 0.11 OK +1.20D+0.50S 15.02 osi 15.02 psi 15.02 psi 15.02 psi 15.02 psi 82.16 psi 0.18 OK +1.20D+1.60S 28.57 osi 28.57 mi 28.57 psi 28.57 psi 28.57 mi 82.16 psi 0.35 OK +1.20D+0.70S 17.49 osi 17.49 osi 17.49 psi 17.49 osi 17.49 psi 82.16 osi 0.21 OK +0.90D 6.65 Dsi 6.65 Dsi 6.65 Dsi 6.65 Dsi 6.65 Dsi 82.16 Dsi 0.08 OK Two-Way"Punching"Shear All units k Load Combination... Mi Phi*Vn W/Phi*Un Status +1.40D 43.46 Dsi 164.32Dsi 0.2645 OK +1.20D 37.25 Dsi 164.32osi 0.2267 OK +1.20Di-0.50S 63.11 Dsi 164.32Dsi 0.3841 OK +1.20D+1.60S 120.02 Dsi 164.32osi 0.7304 OK +1.20Di-0.70S 73.46 Dsi 164.32Dsi 0.4471 OK +0.90D 27.94 Dsi 164.32osi 0.17 OK Page 20 of 352 =1'= AHBLEngineer Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: fffm Tacoma WA,98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:24PM General ooting File=Q:\2017\2170892\20_STRNON CADCALC's\2170892 Budding B.ec6. SoBwdm copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: F5.0(1500 PSF ASBP) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coef = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 $ Mm Steel%Bending Reinf = Allowpress.increase per foot ofdepth = ksf N1nn Allow%Temp Reinf = 0.00180 when footing base is below = $ Mm.Overtuming Safety Factor = 1.0 :1 Mm.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use$g wt for stability,moments&shears Yes = ksf Add Pedestal VA for Soil Pressure No when max length or width is greater than Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to XXAxis = 5.0 $ Length parallel to Z-Z s = 5.0 $ Z Axi Footing Thickness = 12.0 in Pedestal dimensions... x..................q..................._... X px:parallel to XXAxis = 8.0 in pz:parallel to Z-Z Axis 8.0 in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.625 in Reinforcing 5� Bars parallel to XXAxis _ Number ofBans 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis NumberofBans = 5 Reinforcing Bar Size = # 5 aa, Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bans required within zone n/a #Bans required on each side ofzone n/a Applied Loads D Lr L S W E H P:Column Load = 14.063 23.437 k OB:Overburden = ksf N4-xx = k$ nzz = k$ V-x = k V-z = k Page 21 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: - _ Tacoma WA,98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:24PM General Footing File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Budd:10.18.12.12. 1.11 Description: F5.0(1500 PSF ASBP) DESIGN SUNW ARY - • • Min.Ratio hem Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 1.645 ksf 1.645 ksf +D+S about Z-Z axis PASS n/a Overruming-XX 0.0 Wit 0.0 Wit No Overturning PASS n/a Overturning-Z-Z 0.0 k l 0.0 k l No Overturning PASS n/a Sliding-XX 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4534 ZFlexure(+)) 5.105 k$/ft 11.259 WWI +1.20D+1.60S PASS 0.4534 ZFlexure(-)) 5.105 kft/ft 11.259 kft/ft +1.20D+1.60S PASS 0.4534 XFlexure(+Z) 5.105 k ft/ft 11.259 k ft/ft +1.20D+1.60S PASS 0.4534 XFlexure(-Z) 5.105 k ft/ft 11.259 k ft/ft +1.20D+1.60S PASS 0.3820 1-way Shear(+30 31.380 psi 82.158 psi +1.20D+1.60S PASS 0.3820 1-way Shear(-X) 31.380 psi 82.158 psi +1.20D+1.60S PASS 0.3820 1-wayShear(+Z) 31.380 psi 82.158 psi +1.20D+1.60S PASS 0.3820 1-way Shear(-Z) 31.380 psi 82.158 psi +1.20D+1.60S PASS 0.5559 2-way Punching 91.351 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (fa) Bottom,-Z Top,+Z Left,-A Right,+A Ratio XX DOnly 1.645 n/a 0.0 0.7075 0.7075 n/a n/a 0.430 XX+D+S 1.645 n/a 0.0 1.645 1.645 n/a n/a 1.000 XX+D+0.750S 1.645 n/a 0.0 1.411 1.411 n/a n/a 0.858 XX+0.60D 1.645 n/a 0.0 0.4245 0.4245 n/a n/a 0.258 Z-Z DOnly 1.645 0.0 n/a n/a n/a 0.7075 0.7075 0.430 Z-Z+D+S 1.645 0.0 n/a n/a n/a 1.645 1.645 1.000 Z-Z+D+0.750S 1.645 0.0 n/a n/a n/a 1.411 1.411 0.858 Z-Z+0.60D 1.645 0.0 n/a n/a n/a 0.4245 0.4245 0.258 Overturning Stability Rotation Axis& Load Combination... Overturning Nbment Resisting Nbment Stability Ratio Status Footing Has NO Overhuning Sliding Stability AR units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Mr Side Tension As Req'd Gvm.As Actual As PhMb Flexure Axis&Load Combination Status k$ Surface in1\2 in1\2 ie2 k$ XX+1.40D 1.848 +Z Bottom 0.2592 N1n Temp% 0.310 11.259 OK XX+1.40D 1.848 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D 1.584 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20D 1.584 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D+0.50S 2.685 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20Di0.50S 2.685 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D+1.60S 5.105 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20D-1.60S 5.105 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D+0.70S 3.125 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20Di0.70S 3.125 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+0.90D 1.188 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+0.90D 1.188 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.40D 1.848 -A Bottom 0.2592 Nln Temp% 0.310 11.259 OK Z-Z+1.40D 1.848 +A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.20D 1.584 -A Bottom 0.2592 Nln Temp% 0.310 11.259 OK Z-Z+1.20D 1.584 +A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Page 22 of 352 =1'= AHBLEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: - _ Tacoma WA 98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:24PM General Footi n File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwam copyright ENERCALC,INC.1983-2018,Budd:10.18.12.12. 1.11 Description: F5.0(1500 PSF ASBP) Footing Flexure Mr Side Tension As Req'd Gvm.As Actual As Phi*lv Flexure Axis&Load Combination h Status k$ Surface in^2 in^2 in^2 k$ Z-Z+1.20D+0.50S 2.685 A Bottom 0.2592 Mm Temp% 0.310 11.259 OK Z-Z+1.20D+0.50S 2.685 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK Z-Z+1.20D+1.60S 5.105 -A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.20D+1.60S 5.105 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK Z-Z+1.20D+0.70S 3.125 -A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.20D+0.70S 3.125 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK Z-Z+0.90D 1.188 -A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+0.90D 1.188 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK One Way Shear Load Combination... Mu @-X Mu @+X Mu @-Z Mu @+Z MU:M1X Phi Mn Mi/Phi*Mn Status +1.40D 11.36psi 11.36psi 11.36psi 11.36psi 11.36psi 82.16 psi 0.14 OK +1.20D 9.74Dsi 9.74Dsi 9.74Dsi 9.74Dsi 9.74Dsi 82.16 Dsi 0.12 OK +1.20D+0.50S 16.50psi 16.50psi 16.50psi 16.50psi 16.50psi 82.16 psi 0.20 OK +1.20D+1.60S 31.38 psi 31.38 Dsi 31.38 psi 31.38 psi 31.38 Dsi 82.16 psi 0.38 OK +1.20D+0.70S 19.21 Dsi 19.21 Dsi 19.21 Dsi 19.21 Dsi 19.21 Dsi 82.16 Dsi 0.23 OK +0.90D 7.30Dsi 7.30Dsi 7.30Dsi 7.30Dsi 7.30Dsi 82.16 Dsi 0.09 OK Two-Way"Punching"Shear All units k Load Combination... Mu Phi*Mn W/Phi*Mn Status +1.40D 33.08 Dsi 164.32Dsi 0.2013 OK +1.20D 28.35 psi 164.32psi 0.1725 OK +1.20D+0.50S 48.04 Dsi 164.32Dsi 0.2924 OK +1.20D+1.60S 91.35 psi 164.32psi 0.5559 OK +1.20D+0.70S 55.91 Dsi 164.32Dsi 0.3403 OK +0.90D 21.26 psi 164.32psi 0.1294 OK Page 23 of 352 =1'= AHBLEngineer Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: fffm Tacoma WA,98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:24PM General ooting File=Q:\2017\2170892\20_STRNON CADCALC's\2170892 Budding B.ec6. SoBwdm copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: F6.0(1500 PSF ASBP) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.5 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coef = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 $ Mm Steel%Bending Reinf = Allowpress.increase per foot ofdepth = ksf N1nn Allow%Temp Reinf = 0.00180 when footing base is below = $ Mm.Overtuming Safety Factor = 1.0 :1 Mm.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use$g wt for stability,moments&shears Yes = ksf Add Pedestal VA for Soil Pressure No when max length or width is greater than Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to XXAxis = 6.0 $ Length parallel to Z-Z Axis = 6.0 $ Footing Thickness = 12.0 in Pedestal dimensions... ....... _......... x px:parallel to XXAxis = 8.0 in pz:parallel to Z-Z Axis 8.0 in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.625 in " m s w Reinforcing e Bars parallel to XXAxis _ Number ofBais 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis NumberofBans = 6 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bans required within zone n/a #Bans required on each side ofzone n/a Applied Loads D Lr L S W E H P:Column Load = 20.250 33.750 k OB:Overburden = ksf N4-xx = k$ nzz = k$ V-x = k V-z = k Page 24 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: - _ Tacoma WA,98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:24PM General Footing File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Budd:10.18.12.12. 1.11 Description: F6.0(1500 PSF ASBP) DESIGN SUNW ARY - • • Min.Ratio hem Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 1.645 ksf 1.645 ksf +D+S about Z-Z axis PASS n/a Overruming-XX 0.0 Wit 0.0 Wit No Overturning PASS n/a Overturning-Z-Z 0.0 k l 0.0 k l No Overturning PASS n/a Sliding-XX 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6868 ZFlexure(+)) 7.733 k$/ft 11.259 WWI +1.20D4-1.60S PASS 0.6868 ZFlexure(-)) 7.733 kft/ft 11.259 kft/ft +1.20D4-1.60S PASS 0.6868 XFlexure(+Z) 7.733 k ft/ft 11.259 k ft/ft +1.20D+1.60S PASS 0.6868 XFlexure(-Z) 7.733 k ft/ft 11.259 k ft/ft +1.20D+1.60S PASS 0.5216 1-way Shear(+30 42.851 psi 82.158 psi +1.20D+1.60S PASS 0.5216 1-way Shear(-X) 42.851 psi 82.158 psi +1.20D+1.60S PASS 0.5216 1-wayShear(+Z) 42.851 psi 82.158 psi +1.20D4-1.60S PASS 0.5216 1-way Shear(-Z) 42.851 psi 82.158 psi +1.20D4-1.60S PASS 0.8266 2-way Punching 135.828 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (fa) Bottom,-Z Top,+Z Left,-A Right,+A Ratio XX DOnly 1.645 n/a 0.0 0.7075 0.7075 n/a n/a 0.430 XX+D+S 1.645 n/a 0.0 1.645 1.645 n/a n/a 1.000 XX+D+0.750S 1.645 n/a 0.0 1.411 1.411 n/a n/a 0.858 XX+0.60D 1.645 n/a 0.0 0.4245 0.4245 n/a n/a 0.258 Z-Z DOnly 1.645 0.0 n/a n/a n/a 0.7075 0.7075 0.430 Z-Z+D+S 1.645 0.0 n/a n/a n/a 1.645 1.645 1.000 Z-Z+D+0.750S 1.645 0.0 n/a n/a n/a 1.411 1.411 0.858 Z-Z+0.60D 1.645 0.0 n/a n/a n/a 0.4245 0.4245 0.258 Overturning Stability Rotation Axis& Load Combination... Overturning Nbment Resisting Nbment Stability Ratio Status Footing Has NO Overhuning Sliding Stability AR units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Mr Side Tension As Req'd Gvm.As Actual As PhMb Flexure Axis&Load Combination Status k8 Surface in1\2 in1\2 ie2 k$ XX+1.40D 2.80 +Z Bottom 0.2592 Ain Temp% 0.310 11.259 OK XX+1.40D 2.80 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D 2.40 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20D 2.40 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D+0.50S 4.066 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20Di0.50S 4.066 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D+1.60S 7.733 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20D-1.60S 7.733 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+1.20D+0.70S 4.733 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+1.20Di0.70S 4.733 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK XX+0.90D 1.80 +Z Bottom 0.2592 Nln Temp% 0.310 11.259 OK XX+0.90D 1.80 -Z Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.40D 2.80 -A Bottom 0.2592 Nln Temp% 0.310 11.259 OK Z-Z+1.40D 2.80 +A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.20D 2.40 -A Bottom 0.2592 Nln Temp% 0.310 11.259 OK Z-Z+1.20D 2.40 +A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Page 25 of 352 =1'= AHBLEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: fffm Tacoma WA 98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:24PM General ooting File=Q:\2017\2170892\20_STRNON CADCALC's\2170892 Budding B.ec6. Softwae copyright ENERCALC,INC.1983-2018,Budd:10.18.12.12. 1.11 Description: F6.0(1500 PSF ASBP) Footing Flexure Mr Side Tension As Req'd Gvm.As Actual As Phi*lv Flexure Axis&Load Combination h Status k$ Surface in^2 in^2 in^2 k$ Z-Z+1.20D+0.50S 4.066 A Bottom 0.2592 Mm Temp% 0.310 11.259 OK Z-Z+1.20D+0.50S 4.066 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK Z-Z+1.20D+1.60S 7.733 -A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.20D+1.60S 7.733 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK Z-Z+1.20D+0.70S 4.733 -A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+1.20D+0.70S 4.733 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK Z-Z+0.90D 1.80 -A Bottom 0.2592 Nil Temp% 0.310 11.259 OK Z-Z+0.90D 1.80 +A Bottom 0.2592 Mn Temp% 0.310 11.259 OK One Way Shear Load Combination... Mu @-X Mu @+X Mu @-Z Mu @+Z MU:M1X Phi Mn Mi/Phi*Mn Status +1.40D 15.52 psi 15.52 psi 15.52 Dsi 15.52 psi 15.52 psi 82.16 psi 0.19 OK +1.20D 13.30Dsi 13.30Dsi 13.30Dsi 13.30Dsi 13.30Dsi 82.16 Dsi 0.16 OK +1.20D+0.50S 22.53 psi 22.53 psi 22.53 Dsi 22.53 psi 22.53 Dsi 82.16 psi 0.27 OK +1.20D+1.60S 42.85 Dsi 42.85 Dsi 42.85 psi 42.85 Dsi 42.85 Dsi 82.16 psi 0.52 OK +1.20D+0.70S 26.23 psi 26.23 psi 26.23 psi 26.23 Dsi 26.23 psi 82.16 psi 0.32 OK +0.90D 9.97Dsi 9.97Dsi 9.97Dsi 9.97Dsi 9.97Dsi 82.16 Dsi 0.12 OK Two-Way"Punching"Shear All units k Load Combination... Mu Phi*Mn W/Phi*Mn Status +1.40D 49.18 Dsi 164.32Dsi 0.2993 OK +1.20D 42.15 psi 164.32psi 0.2565 OK +1.20Di-0.50S 71.43 Dsi 164.32Dsi 0.4347 OK +1.20D+1.60S 135.83 psi 164.32psi 0.8266 OK +1.20Di-0.70S 83.14 Dsi 164.32Dsi 0.506 OK +0.90D 31.62 psi 164.32psi 0.1924 OK Page 26 of 352 =1'= AHBLEngineer Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: fffm Tacoma WA,98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:23PM General ooting File=Q:\2017\2170892\20_STRNON CADCALC's\2170892 Budding B.ec6. SoBwdm copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: F9.0(1500 PSF ASBP) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coef = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 $ Mm Steel%Bending Reinf = Allowpress.increase per foot ofdepth = ksf N1nn Allow%Temp Reinf = 0.00180 when footing base is below = $ Mm.Overtuming Safety Factor = 1.0 :1 Mm.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use$g wt for stability,moments&shears Yes = ksf Add Pedestal VA for Soil Pressure No when max length or width is greater than Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to XXAxis = 9.0 $ Length parallel to Z-Z s = 9.0 $ Z Axi Footing Thickness = 16.0 in Pedestal dimensions... X.....................m................_....... X px:parallel to XXAxis = 10.0 in pz:parallel to Z-Z Axis 10.0 in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.625 in 0 Reinforcing 9•j w Bars parallel to XXAxis NumberofBans — 8.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis NumberofBans = 8.0 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bans required within zone n/a #Bans required on each side ofzone n/a Applied Loads D Lr L S W E H P:Column Load = 45.563 75.847 k OB:Overburden = ksf N4-xx = k$ nzz = k$ V-x = k V-z = k Page 27 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: - _ Tacoma WA,98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:23PM General Footing File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Budd:10.18.12.12. 1.11 Description: F9.0(1500 PSF ASBP) DESIGN SUNW ARY - • • N)in.Ratio hem Applied Capacity Governing Load Combination PASS 0.9992 Soil Bearing 1.6921csf 1.6931csf +D+S about Z-Z axis PASS n/a Overturning-XX 0.0 Wit 0.0 k ft No Overturning PASS n/a Overturning-Z-Z 0.0 k l 0.0 k l No Overturning PASS n/a Sliding-XX 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.8584 Z Flexure(+)) 18.117 k$/ft 21.105 k$/ft +1.20D4-1.60S PASS 0.8584 ZFlexure(-)) 18.117 kft/ft 21.105 kft/ft +1.20D4-1.60S PASS 0.8584 XFlexure(+Z) 18.117 k ft/ft 21.105 k ft/ft +1.20D+1.60S PASS 0.8584 XFlexure(-Z) 18.117 k ft/ft 21.105 k ft/ft +1.20D+1.60S PASS 0.5451 1-way Shear(+30 44.782 psi 82.158 psi +1.20D+1.60S PASS 0.5451 1-way Shear(-X) 44.782 psi 82.158 psi +1.20D+1.60S PASS 0.5451 1-wayShear(+Z) 44.782 psi 82.158 psi +1.20D+1.60S PASS 0.5451 1-way Shear(-Z) 44.782 psi 82.158 psi +1.20D+1.60S PASS 0.9286 2-way Punching 152.578 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (fa) Bottom,-Z Top,+Z Left,-A Right,+A Ratio XX DOn1v 1.693 n/a 0.0 0.7558 0.7558 n/a n/a 0.446 XX+D+S 1.693 n/a 0.0 1.692 1.692 n/a n/a 0.999 XX+D+0.750S 1.693 n/a 0.0 1.458 1.458 n/a n/a 0.861 XX+0.60D 1.693 n/a 0.0 0.4535 0.4535 n/a n/a 0.268 Z-Z DOn1v 1.693 0.0 n/a n/a n/a 0.7558 0.7558 0.446 Z-Z+D+S 1.693 0.0 n/a n/a n/a 1.692 1.692 0.999 Z-Z+D+0.750S 1.693 0.0 n/a n/a n/a 1.458 1.458 0.861 Z-Z+0.60D 1.693 0.0 n/a n/a n/a 0.4535 0.4535 0.268 Overturning Stability Rotation Axis& Load Combination... Overturning Nbment Resisting Nbment Stability Ratio Status Footing Has NO Overhuning Sliding Stability AR units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure NL Side Tension As Req'd Gvm.As Actual As PhMb Flexure Axis&Load Combination Status k$ Surface in1\2 in1\2 ie2 k$ XX+1.40D 6.565 +Z Bottom 0.3456 Ain Temp% 0.3911 21.105 OK XX+1.40D 6.565 -Z Bottom 0.3456 Nfn Temp% 0.3911 21.105 OK XX+1.20D 5.627 +Z Bottom 0.3456 Nln Temp% 0.3911 21.105 OK XX+1.20D 5.627 -Z Bottom 0.3456 Nil Temp% 0.3911 21.105 OK XX+1.20D+0.50S 9.530 +Z Bottom 0.3456 Nln Temp% 0.3911 21.105 OK XX+1.20Di0.50S 9.530 -Z Bottom 0.3456 Nil Temp% 0.3911 21.105 OK XX+1.20D+1.60S 18.117 +Z Bottom 0.3456 Nln Temp% 0.3911 21.105 OK XX+1.20D-1.60S 18.117 -Z Bottom 0.3456 Nil Temp% 0.3911 21.105 OK XX+1.20D+0.70S 11.091 +Z Bottom 0.3456 Nln Temp% 0.3911 21.105 OK XX+1.20Di0.70S 11.091 -Z Bottom 0.3456 Nil Temp% 0.3911 21.105 OK XX+0.90D 4.220 +Z Bottom 0.3456 Nln Temp% 0.3911 21.105 OK XX+0.90D 4.220 -Z Bottom 0.3456 Nil Temp% 0.3911 21.105 OK Z-Z+1.40D 6.565 -A Bottom 0.3456 Nln Temp% 0.3911 21.105 OK Z-Z+1.40D 6.565 +A Bottom 0.3456 Nil Temp% 0.3911 21.105 OK Z-Z+1.20D 5.627 -A Bottom 0.3456 Nln Temp% 0.3911 21.105 OK Z-Z+1.20D 5.627 +A Bottom 0.3456 Nil Temp% 0.3911 21.105 OK Page 28 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: fffm Tacoma WA 98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:23PM General ooting File=Q:\2017\2170892\20_STRNON CADCALC's\2170892 Balding B.ec6. Software copyright ENERCALC,INC.1983-2018,Budd:10.18.12.12 . 1.11 Description: F9.0(1500 PSF ASBP) Footing Flexure Mr Side Tension As Req'd Gvm.As Actual As Phi*lv Flexure Axis&Load Combination h Status k 11 Surface in^2 in^2 in^2 k$ Z-Z+1.20D+0.50S 9.530 A Bottom 0.3456 Mm Temp% 0.3911 21.105 OK Z-Z+1.20D+0.50S 9.530 +A Bottom 0.3456 Mn Temp% 0.3911 21.105 OK Z-Z+1.20D+1.60S 18.117 -A Bottom 0.3456 Nil Temp% 0.3911 21.105 OK Z-Z+1.20D+1.60S 18.117 +A Bottom 0.3456 Mn Temp% 0.3911 21.105 OK Z-Z+1.20D+0.70S 11.091 -A Bottom 0.3456 Nil Temp% 0.3911 21.105 OK Z-Z+1.20D+0.70S 11.091 +A Bottom 0.3456 Mn Temp% 0.3911 21.105 OK Z-Z+0.90D 4.220 -A Bottom 0.3456 Nil Temp% 0.3911 21.105 OK Z-Z+0.90D 4.220 +A Bottom 0.3456 Mn Temp% 0.3911 21.105 OK One Way Shear Load Combination... Uu @-X Mu @+X Mu @-Z Mu @+Z u11:M1X Phi W Mll/Phi*Un Status +1.40D 16.23 psi 16.23 psi 16.23 psi 16.23 psi 16.23 nsi 82.16 psi 0.20 OK +1.20D 13.91 psi 13.91 psi 13.91 psi 13.91 psi 13.91 psi 82.16 psi 0.17 OK +1.20D+0.50S 23.56psi 23.56psi 23.56psi 23.56psi 23.56psi 82.16 psi 0.29 OK +1.20D+1.60S 44.78 psi 44.78 psi 44.78 psi 44.78 psi 44.78 psi 82.16 psi 0.55 OK +1.20D+0.70S 27.42psi 27.42psi 27.42psi 27.42psi 27.42psi 82.16 psi 0.33 OK +0.90D 10.43 psi 10.43 psi 10.43 psi 10.43 psi 10.43 psi 82.16 psi 0.13 OK Two-Way"Punching"Shear All units k Load Combination... Uu Phi*Vn W/Phi*Un Status +1.40D 55.29 psi 164.32Dsi 0.3365 OK +1.20D 47.39 psi 164.32psi 0.2884 OK +1.20D+0.50S 80.26 Dsi 164.32Dsi 0.4885 OK +1.20D+1.60S 152.58 psi 164.32psi 0.9286 OK +1.20D+0.70S 93.41 Dsi 164.32Dsi 0.5685 OK +0.90D 35.54 psi 164.32psi 0.2163 OK PageO�AWA 52 L, ❑ Page g of W1 Project�� W� �� —� Project No. '� ° � � Subject Phone ❑ Calculations ❑ Fax With/To Fax# O ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers R©-F- IST fl 0-5 Structural Engineers !/y, P-F 1JO-SAT 14oc" Landscape Architects P�4- l (2 l 2� / I y� "1 fi r �' Community Planners Land Surveyors (� I� D l D ►� C.Ct�'�2 U s e l° t� � (7 L'Ue `f' r;'uv� tzps-t= �� ING.L, doer If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Page 52 Project �G Project No. ' b� y ❑ Page of _, Subject Phone ❑ Calculations ❑ Fax WithlTo Fax# O ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects D a Community Planners 5p T 3cy Land Surveyors LJ i0 e�• � �' I Q � �?yr . Jl PA X © 0 l-7 6;- # u SE ace sly ! :so- � s� So s,°A 4CN . IJ e.0 � o 1� - ` � (�7 7— If this does not meet with your understanding,PIE ase contact us in writing within seven dayi. I HANK YOU. Page =1��52 Project � w /� - Project No. ��7n X 2_ ❑ gage of Subject Phone ❑ Calculations [I Fax With/To Fax# O = ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo 'M, Civil Engineers J©t�T"�o l2Py�j2 5 ' l�V� Structural Engineers Landscape Architects Community Planners x O 2V_*V Land Surveyors 5 C _ �✓� � 5/4 Y0.0 K t- 6 4- Fr '5rp M-0 V o t s Ts I//✓t FqLrL 7714fP r If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Page 32 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: - _ Tacoma WA,98403 Project ID: Project Descr: OPrinted:26 SEP 2018,12:09PM Wood Beam File=Q:�201'T2170894�20_STRMNCAD\CAL�Cs\2170894.20BERTCHBU1CDMAec6. SoBwam copyrightENERCALC,INC.1983-2018,Bdd:10.18.9.24. 1.11 Description: 2x6 STTFENERS,TYP CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Ntthod: Allowable Stress Design Fb+ 900 psi E:Modulus ofElasticity Load Combination 1BC2015 Fb- 900psi Ebend-xx 1600ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive N tmber Stress Increase D(0.024)Lr(0.04)S(0.05) 2x6 L Span= 10.0 ft r � Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0120, Ir=0.020, S=0.0250 kst Tnbutary Width=2.0 fi DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.949. 1 Maximum Shear Stress Ratio = 0.297 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 1,467.77 psi fv:Actual = 61.38 psi FB:Allowable = 1,547.33psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +DLS Location ofmaximum on span = 5.000fl Location ofmaximum on span = 0.000$ Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.340 in Ratio= 352>=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.503 in Ratio= 238>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Motnent Values Shear Vaiaes Segment Length Span# M V Cd C FN C i Cr C m C t C L M I F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length=10.0 8 1 0.393 0.123 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.30 476.03 1210.95 0.11 19.91 162.00 +D+Ir 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0$ 1 0.755 0.236 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.80 1,269.42 1681.88 0.29 53.09 225.00 +DLS 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0$ 1 0.949 0.297 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.93 1,467.77 1547.33 0.34 61.38 207.00 +D+0.7501r 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.637 0.199 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.68 1,071.07 1681.88 0.25 44.79 225.00 +D+0.750S 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.788 0.246 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.77 1,219.83 1547.33 0.28 51.01 207.00 +0.60D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 8 1 0.133 0.041 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.18 285.62 2152.80 0.07 11.94 288.00 Page 33 of 352 =1'= AH'LEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: — _ Tacoma WA 98403 Project ID: Project Descr: OPrinted:26 SEP 2018,12:09PM Wood Beam He=Q:�201'T2170894�20_STRMNCAD\CAL�Cs\2170894.20BERTCHBU1CDMAec6. SoBwam copyrightENEKCALC,INC.1983-2018,Bdd:10.18.9.24. 1.11 Description: 2x6 STIFFIIqERS,TYP Overall Maximum Deflections Load Combination Span Mix"--"Dell Location in Span Load Combination Nhx'4"Deft Location in Span +D+-S 1 0.5033 5.036 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 OveraIlMAXnmun 0.370 0.370 OveraH N N vum 0.250 0.250 D Only 0.120 0.120 +DLLr 0.320 0.320 +DLS 0.370 0.370 +D+0.750Lr 0.270 0.270 +D+0.750S 0.308 0.308 +0.60D 0.072 0.072 Ir Only 0.200 0.200 S Only 0.250 0.250 Page 34 of 352 O z x O , O n z i n 3 M2 Oa I O Ma O \I 6 �4 O ' O SK- 1 Apr 19, 2019 at 9:53 AM TRANSFER BEAMS GRID F.r3d Page 1 Page 35 of 352 O z x O , O n O n w24�ss O 4 O �2'-ASS O6 �'6x2 O ' O SK- 2 Apr 19, 2019 at 9:53 AM TRANSFER BEAMS GRID F.r3d Page 2 Page 36 of 352 O z x O , O n O z i eF9 i 2 � n O ��I 4�e FgMs O I 4 O oeFgM s O \I 6 �eF 9 � O O SK- 3 Apr 19, 2019 at 9:53 AM TRANSFER BEAMS GRID F.r3d Page 3 Page 37 of 352 O z x O , O n s O z n 3s> Os 4 O ' ass O �9 6 Os ' O Member Length(ft)Displayed SK- 4 Apr 19, 2019 at 9:53 AM TRANSFER BEAMS GRID F.r3d Page 4 Page 38 of 352 O z x O , h -37511 O �-7451b/ft Oz z _3,3751b 3-3751b 3751b n O -3751b 3 -3751b -J3751b 4-3751b O „ O -33751b O 3751b � 6 O O7 Loads:BLC 1,DEAD SK- 5 Apr 19, 2019 at 9:53 AM TRANSFER BEAMS GRID F.r3d Page 5 Page 39 of 352 O z x O , -56251b n -62511 O �-7751b/ft O� 2 2 � -5 b 3-6251b 6251b n O -6251b 3 -6251b -462�b 4-6251b O „ O -56251b O \ -6251b � 6 O O Loads:BLC 2,SNOW SK- 6 Apr 19, 2019 at 9:54 AM TRANSFER BEAMS GRID F.r3d Page 6 Page 40 of 352 O z x O , O n ,2'3721b O 2 � O � 3 25 9701b O ' O O 25'J6 p O O ' O Loads:BLC 3,SEISMIC Em/CHORD FORCE SK- 7 Apr 19, 2019 at 9:54 AM TRANSFER BEAMS GRID F.r3d Page 7 Page 41 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By.___ Model Name Hot Rolled Steel Properties Label E [ksil G rksil Nu Therm \1E..Den sit k/ft... Yield ksi Rv Fu[ksil Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 G r.46 29000 11154 .3 .65 .49 46 1.4 58 1.3 Hot Rolled Steel Section Sets Label Shape Type Des i n List Material Design ...A[in2j IVV[in4j Izz in4 J in4 1 21.5 BEAMSE W16X26 Beam Wide Flange I A992 ITypical 17.68 19.59 301 1 .262 2 40 BEAMS W24X55 Beam Wide Flange I A992 ITypical 1 16.2 129.1 1350 1 1.18 Joint Coordinates and Temperatures Label X ft Y ft Z ft Tern P rF1Detach From Dia ... 1 N1 36.25 0 0 0 2 N2 55 0 0 0 3 N3 264.5 0 0 0 4 N4 245 0 0 0 5 N5 150 0 0 0 6 N6 185.75 0 0 0 7 N7 114.25 0 0 0 Joint Boundary Conditions Joint Label X /in Y /in Z[k/ini X Rot. k-ft/rad Y Rot. k-ft/ra Z Rot. k-ft/rad 1 N1 Reaction Reaction 2 N2 Reaction Reaction Reaction Reaction IF 3 N3 Reaction Reaction Reaction Reaction 4 N4 Reaction Reaction 5 N5 Reaction Reaction 6 N6 Reaction Reaction Reaction Reaction 7 N7 Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotat... Section/Shape Type Des i n List Material Des i n Rules 1 M1 N1 N2 21.5 BEAMS Beam Wide Flange A992 Typical 2 M2 N5 N7 40 BEAMS Beam Wide Flange A992 Typical 3 M3 N5 N6 40 BEAMS Beam Wide Flange A992 Typical 4 M4 N3 N4 21.5 BEAMS Beam Wide Flange A992 Typical RISA-3D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\TRANSFER BEAMS GRID F.r3d] Page 8 Page 42 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Member Advanced Data Label I Release J Release I Offset[inl J Offset in T/C Only Physical Defl Ratio Options Anal si... Inactive Seismi... 1 M1 Yes Default None M2 Yes Default None 3 M3 BenPIN Yes Default None M4 Yes None Hot Rolled Steel Design Parameters Label Shape Len th ft Lb ft Lbzz Lcom t ..Lcom bot..L-tor ... Kyy Kzz Cb Functi... 1 M1 21.5 BEAMS 18.75 10 Lbyy Lateral 2 M2 40 BEAMS 35.75 10 ir Lbyy Lateral 3 M3 40 BEAMS 35.75 10 Lbyy Lateral 4 M4 21.5 BEAMS 19.5 10 Lbyy Lateral Joint Loads and Enforced Displacements (BLC 3 : SEISMIC Em/CHORD FORCE) Joint Label L,D,M Direction Ma nitude Ib,lb-ft , in,rad , Ibis^2/ft, Ib's^2*ft 1 N1 L X 12372 25970 3 N4 L X 12596 Member Point Loads (BLC 1 : DEAD) Member Label Direction Ma nitude Ib,lb-ft Location ft,% 1 M3 Y -3375 .01 2 M3 Y -3375 10 3 M3 Y -3375 20 4 M3 Y -3375 30 5 M2 Y -3375 10 6 M2 Y -3375 20 7 M2 Y -3375 30 8 M 1 Y -3375 3.75 9 M 1 Y -3375 13.75 10 M4 Y -3375 4.5 11 M4 Y -3375 14.5 Member Point Loads (BLC 2 : SNOKO Member Label Direction Ma nitude Ib,lb-ft Location ft,% 1 M3 Y -5625 .01 2 M3 Y -5625 10 3 M3 Y -5625 20 4 M3 Y -5625 30 5 M2 Y -5625 10 6 M2 Y -5625 20 7 M2 Y -5625 30 8 M1 Y -5625 3.75 9 M 1 Y -5625 13.75 10 M4 Y -5625 4.5 11 M4 Y -5625 14.5 RISA-3D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\TRANSFER BEAMS GRID F.r3d] Page 9 Page 43 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Member Distributed Loads (BLC I : DEAD) Member Label Direction Start Ma nitude Ib/ft,F, s End Ma nitude Ib/ft,F, s Start Locatio...End Location... 1 M2 Y -75 -75 0 0 M3 Y -75 -75 0 3 M1 Y -45 -45 0 0 4 M4 Y -45 -45 0 0 Member Distributed Loads (BLC 2: SNOM Member Label Direction Start Ma nitude Ib/ft,F, sf End Ma nitude Ib/ft,F, s Start Locatio...End Location... 1 M2 Y -125 -125 0 0 2 M3 Y -125 -125 0 0 3 M 1 Y -75 -75 0 0 4 M4 Y -75 -75 0 0 Member Area Loads Joint A Joint B Joint C Joint D Direction Distribution Maqnituderpsfl No Data to Print ... Basic Load Cases BLC Description Category X Gr..Y Gr..Z Gr...Joint Point Distr..Area...Surf... 1 DEAD DL -1 11 4 2 SNOW SL 11 4 3 SEISMIC Ern/CHORD FORCE EL 3 Load Combinations Description SolveP... SRSS BLC Fa... BLC Fa... BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 1 2 **GRAVITY LOAD CO... 3 4 SNOW LOAD DEFLECT... Y SL 1 5 IBC 16-8 Yes Y DL 1 6 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 7 IBC 16-10 b Yes Y DL 1 SL 1 SLN 1 8 IBC 16-11 b Yes Y DL 1 ILL .75 LLS .75 SL.75 s...75 9 10 SEISMIC LOAD COM.. 11 12 IBC 16-12 b a Yes Y DL 1 Sds*DL .14 EL .7 13 IBC 16-12 b b Yes Y DL 1 Sds*DL .14 EL -.7 14 Yes Y DL 1 Sds*DL .14 EL -.7 15 IBC 16-14 a a Yes Y DL 1 Sds*DL.10 EL .52E LL.75 L.. .75 16 IBC 16-14 a b Yes Y DL 1 Sds*DL.10 EL -.5...LL.75L....75 17 IBC 16-14 b a Yes Y DL 1 Sds*DL.10E EL .52 LL.75 L....75 SL.75 S...75 18 IBC 16-14 b b Yes Y DL 1 Sds*DL-10r, EL -.5...LL.75 L....75 SL.75 S...75 19 IBC 16-16 a Yes Y DL .6 Sds*DL-.14 EL .7 20 IBC 16-16 b Yes Y DL .6 Sds*DL-.14 EL -.7 21 22 **STRENGTH GRAVIT... RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\TRANSFER BEAMS GRID F.r3d] Page 10 Page 44 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Load Combinations (Continued) Description SolveP... SRSS BLC Fa... BLC Fa... BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 23 24 IBC 16-1 Y DL 1.4 25 IBC 16-2 a Y DL 1.2 LL 1.6 LLS 1.6 26 IBC 16-2 b Y DL 1.2 LL 1.6 LLS 1.6SL .5 S.. .5 27 IBC 16-3 c Y DL 1.2 SL 1.6 SLN 1.6 LL .5 L... 1 Load Combination Design Description ASIF CD Service Hot... Cold Fo... Wood ConcreteMasonr Alumin...Stainless Con nec... 1 Yes Yes Yes Yes Yes Yes Yes Yes 2 --GRAVITY LOAD COMBINA... Yes Yes Yes Yes Yes Yes Yes Yes 3 Yes Yes Yes Yes Yes Yes Yes Yes 4 SNOW LOAD DEFLECTION(... Yes Yes Yes Yes Yes Yes Yes Yes 5 1 IBC 16-8 .9 Yes Yesl Yes Yes I Yes Yes Yes Yes Yes 6 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-10 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-11 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 ""SEISMIC LOAD COMBINAT... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-12 b a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 IBC 16-12 b b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 IBC 16-14 a a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-14 a b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-14 b a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-14 b b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 19 IBC 16-16 a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 20 IBC 16-16 b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 21 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 " STRENGTH GRAVITY CO... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 24 IBC 16-1 Yes Yes Yes Yes Yes Yes Yes 25 IBC 16-2 a Yes Yes Yes Yes Yes Yes Yes 26 IBC 16-2 b Yes Yes Yes Yes Yes Yes Yes 27 IBC 16-3 c Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X b LC Y Obj LC Z[IIJ1 LC MX[lb-ft LC MY[lb-ft LC MZ[lb-ft LC 1 I N1 maxl 0 20 10970 7 0 20 0 20 0 20 0 20 2 min 1 0 5 2066.704 19 0 5 0 5 0 5 0 5 3 N2 maxl 8660.4 20 9770 7 0 20 0 20 0 20 0 20 4 min 1 -8660.4 12 1848.742 19 0 5 0 5 0 5 0 5 5 N3 max 8817.2 20 10655.569 7 0 20 0 20 0 20 0 20 6 min -8817.2 12 2012.559 19 0 5 0 5 0 5 0 5 7 N4 max 0 20 10194.031 7 0 20 0 20 0 20 0 20 8 min 0 5 1928.727 19 0 5 0 5 0 5 0 5 9 N5 max 0 20 41908.411 7 0 20 0 20 0 20 0 20 10 min 0 5 8208.62 19 0 5 0 5 0 5 0 5 11 N6 max 18179 20 19667.772 7 0 20 0 20 0 20 0 20 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\TRANSFER BEAMS GRID F.r3d] Page 11 Page 45 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By. A NEMETSCHEK COMPANY Model Name Envelope Joint Reactions (Continued) Joint XPb] LC Y b LC Z[lb] LC MX[lb-ft LC MY[lb-ft LC MZ[lb-ft LC 12 min -18179 12 3870.649 19 0 5 0 5 0 5 0 5 13 N7 max 0 20 19665.254 7 0 20 0 20 0 20 0 20 14 min 0 5 3870.191 19 0 5 0 5 0 5 0 5 15 Totals: max 35656.6 20 122831.037 7 0 20 16 min -35656.6 12 23806.191 19 0 5 Envelope Joint Displacements Joint X rinj LC Yin LC Z in LC X Rota..LC Y Rota..LC Z Rota...LC 1 N1 may .011 19 0 201 0 20 0 20 0 20-1.253.. 20 2 Imin -.011 13 0 5 0 5 0 5 0 5 -6•654•• 7 3 N2 may 0 20 0 20 0 20 0 20 0 206.6e-03 7 4 min 0 5 0 5 0 5 0 5 0 5 1.244e...19 5 N3 may 0 20 0 20 0 20 0 20 0 207.443e...7 6 min 0 5 0 5 0 5 0 5 0 5 1.402e...1 g 7 N4 may .012 19 0 201 0 20 0 20 0 20-1.396•• 20 8 min -.012 13 0 5 0 5 0 5 0 5 -7.41 e.. 7 9 N5 may .021 19 0 20 0 20 0 20 0 209-796e...7 10 min -.021 13 0 5 0 5 0 5 0 5 1.925e...1 g 11 N6 may 0 20 0 20 0 20 0 20 0 201.014e...7 12 min 0 5 0 5 0 5 0 5 0 51•988e•••19 13 N7 may .042 19 0 20 0 20 0 20 0 20-1.978•• 20 14 min -.042 13 0 5 0 5 0 5 0 5 -1-008--1 7 Envelope Member Section Deflections Service Member Sec x rinj LC v riniLC z[inj LC x Rotate r...LC n L/ 'Ra...LC n L/z' Ra... LC 1 M1 1 max .011 19 0 20 0 20 0 20 NC 20 NC 20 2 min -.011 13 0 5 0 5 0 5 NC 5 NC 5 3 2 max .008 19 -.062 20 0 20 0 20 3632.389 20 NC 20 4 min -.008 13 -.329 7 0 5 0 5 684.577 7 NC 5 5 3 max .005 19 -.086 20 0 20 0 20 2631.545 20 NC 20 6 min -.005 13 -.453 7 0 5 0 5 496.267 7 NC 5 7 4 max .003 19 -.062 20 0 20 0 20 3612.351 20 NC 20 8 min -.003 13 -.331 7 0 5 0 5 680.659 7 NC 5 9 5 max 0 20 0 20 0 20 0 20 NC 20 NC 20 10 min 0 5 0 5 0 5 0 5 NC 5 INC 5 11 M2 1 max .021 20 0 20 0 20 0 20 NC 20 NC 20 12 min -.021 12 0 5 0 5 0 5 NC 5 INC 5 13 2 max .026 20 -.186 20 0 20 0 20 2307.81 20 INC 20 14 min -.026 12 -.947 7 0 5 0 5 453.194 7 NC 5 15 3 max .031 20 -.263 20 0 20 0 20 1633.739 20 NC 20 16 min -.031 12 -1.338 7 0 5 0 5 320.657 7 NC 5 17 4 max .036 20 -.188 20 0 20 0 20 2281.185 20 NC 20 18 min -.036 12 -.959 7 0 5 0 5 447.547 7 NC 5 19 5 max .042 20 0 20 0 20 0 20 NC 20 INC 20 20 min -.042 12 0 5 0 5 0 5 NC 5 NC 5 21 M3 1 max .021 19 0 20 0 20 0 20 NC 20 INC 20 22 min -.021 13 0 5 0 5 0 5 NC 5 NC 5 23 2 max .016 19 -.186 20 0 20 0 20 2307.027 20 INC 20 24 min -.016 13 -.947 7 0 5 0 5 453.028 7 INC 5 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\TRANSFER BEAMS GRID F.r3d] Page 12 Page 46 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By. A NEMETSCHEK COMPANY Model Name Envelope Member Section Deflections Service (Continued) Member Sec x rinj LC v rinjLC z in LC x Rotate r...LC n L/ 'Ra...LC n L/z' Ra... LC 25 3 Imax .01 19 -.263 20 0 20 0 201633.291 20 NC 20 26 min -.01 13 -1.338 7 0 5 0 5 320.562 7 NC 5 27 4 max .005 19 -.188 20 0 20 0 20 2280.639 20 NC 20 28 min -.005 13 -.959 7 0 5 0 5 447.431 7 NC 5 29 5 maxj 0 20 0 20 0 20 0 20 NC 20 NC 20 30 min 0 5 0 5 0 5 0 5 NC 5 NC 5 31 M4 1 max 0 20 0 20 0 20 0 20 NC 20 NC 20 32 min 0 5 0 5 0 5 0 5 NC 5 NC 5 33 2 max .003 20 -.073 20 0 20 0 20 3222.377 20 NC 20 34 min -.003 12 -.385 7 0 5 0 5 607.256 7 NC 5 35 3 max .006 20 -.1 20 0 20 0 20 2337.806 20 NC 20 36 min -.006 12 -.531 7 0 5 0 5 440.861 7 NC 5 37 4 max .009 20 -.073 20 0 20 0 20 3219.72 20 NC 20 38 min -.009 12 -.386 7 0 5 0 5 606.737 7 NC 5 39 5 max .012 20 0 20 0 20 0 20 NC 20 NC 20 40 min -.012 12 0 5 0 5 0 5 NC 5 NC 5 Envelope RISC 14th(360-10):ASD Steel Code Checks Mem... Shape Code Check Loc ft LC Shear Ch...L.........Pnc...PntLMn...Mn...... E n 1 M 1 W 16... .634 13.477 7 .156 O y7983.. 229.. 136.. 742.. 1 H 1-1 b 2 M2 W24... .730 19.737 7 .117 3...y 7261..485.. 331.. 256.. 1 H1-1b 3 M3 W24... .730 19.737 7 .152 0 7 261..485.. 331.. 256.. 1 H 1-1 b 4 M4 W 16... .672 11.375 7 .151 0 y7983.. 229.. 136.. 742.. 1 H 1-1 b Warning Log Message No Data to Print ... RISA-3D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\TRANSFER BEAMS GRID F.r3d] Page 13 Page 47 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: - _ Tacoma WA,98403 Project ID: Project Descr: OPrinted:26 MAR 2019, 3:39PM Stee I Column File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. KW-06001735 Description: 1E,7E Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name : HSS8x8x3/16 Overall Column Height 27.3958 $ Analysis Nbthod: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:SteelYreld 46.0 ksi XX(width)axis: E:Elastic Bending Ivbdulus 29,000.0 ksi Unbraced Length for XXAxis buckling=27.3958 ff,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-YAAs buckling=27.3958 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column selfweight included:537.27 lbs*Dead Load Factor AMALLOADS... Axial Load at 27.396$D=17.810,S=26.690 k DESIGN SUMMARY Bending&Shear Check Results PASS Nbx.Axial+Bending Stress Ratio = 0.6419 : 1 Nbximum Load Reactions.. Load Combination +D+S Top along X X 0.0 k Location ofmaxabove base 0.0 ft Bottom along XX 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 45.037 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 70.162 k Nb-x:Applied 0.0 k f Nbxnnum Load Deflections... Nh-x/Omega:Allowable 28.434 k fl Along Y-Y 0.0 in at 0.0 ft above base for load combination: Nb-y:Applied 0.0 k$ Ivh-y/Omega:Allowable 28.434 k fl Along XX 0.0 in at 0.011 above base for load combination PASS Nhxinium Shear Stress Ratio= 0.0 :1 Load Combination Location ofmaxabove base 0.0 ft At rnaknium location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Nbximum Axial+Bending Stress Ratios Nhxirmun Shear Ratios Load Combination Stress Ratio Status Location Cbx CbY KxIx/Rx KYL3Y/RY Stress Ratio Status location DOnly 0.261 PASS 0.00 fl 1.00 1.00 103.38 103.38 0.000 PASS 0.00 ft +DES 0.642 PASS 0.00 ft 1.00 1.00 103.38 103.38 0.000 PASS 0.00 ft +D+0.750S 0.547 PASS 0.00 ft 1.00 1.00 103.38 103.38 0.000 PASS 0.00 ft +0.60D 0.157 PASS 0.00 ft 1.00 1.00 103.38 103.38 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction XXAxisReaction k Y-YAxisReaction Nk-End Nbments Mt 4-End Nbments Load Combination @Base @Base @Top @Base @Top @Base @Top @Base @Top D Only 18.347 +D+S 45.037 +D+0.750S 38.365 +0.60D 11.008 S Only 26.690 Extreme Reactions Axial Reaction XXAxisReaction k Y-YAxisReaction Nk-End Nbments k-ft N1y-EndNbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Axial@Base lvkA un 45.037 11 Nkm-mm 11.008 Page 48 of 352 'LEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:39PM [Steel Column File=Q:\2017\2170892\20_STRNON CADCALC's\2170892 Budding B.ec6. Sofiwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: 1E,7E Extreme Reactions Axial Reaction XXAdsReaction k Y-YAas Reaction Ivor-EndMxnents k-ft My-Endivbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Reaction, XXAxis Base Maximum 18.347 11 Mnnnum 18.347 Reaction, Y-YAxis Base Maximum 18.347 11 Mnnrnim 18.347 Reaction, XXAxis Top Maximum 18.347 11 Mnnrn rn 18.347 Reaction, Y-YAds Top Maximum 18.347 11 Mnnrnim 18.347 Ivbment, XXAxis Base Maximum 18.347 11 NkMIUm 18.347 Nbrnent, Y-YAxis Base N hximum 18.347 11 Mnnrnim 18.347 Ivbment, XXAas Top Maximum 18.347 11 Mnnrnim 18.347 Ivbment, Y-YAxis Top Maximum 18.347 11 Mnnrnim 18.347 Maximum Deflections for Load Combinations Load Combination Mix XXDeflection Distance Max Y-YDeflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 $ 0.000 in 0.000 $ +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 $ 0.000 in 0.000 $ S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 $ +D+S 0.0000 in 0.000 ft 0.000 in 0.000 $ +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 8 +0.60D 0.0000 in 0.000 $ 0.000 in 0.000 $ S Only 0.0000 in 0.000 $ 0.000 in 0.000 $ Steel Section Properties HSS8x8x3/16 Depth = 8.000 in I xx = 54.40 in^4 J = 84.500 in"4 Design Thick = 0.174 in S xx = 13.60 in^3 Wxlth = 8.000 in Rxx = 3.180 in WaU Thick = 0.187 in A = 15.700 in^3 Area = 5.370 in^2 Iyy = 54.400 in^4 C = 21.300 in^3 Weight = 19.611 plf S yy = 13.600 ie3 Ryy = 3.180 in Ycg = 0.000 in Page 49 of 352 =1'= AH'LEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA 98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:39PM Stee I Column File=Q:\2017\2170892\20_STRNON CAD\CALC's\2170892 Budding B.ec6. SoBwdm copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: 1E,7E Sketches 6C.Wk 44.50k +y cLoad 1 +X CO 8.00in Page 50 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:41 PM Stee I Co I u m n File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding Rec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. KW-06001735 Description: 2B,6B Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name : HSS6x6xl/4 Overall Column Height 26.875 $ Analysis Nbthod: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:SteelYreld 46.0 ksi XX(width)axis: E:Elastic Bending Ivbdulus 29,000.0 ksi Linbraced Length forXXAxis buckling=26.875 fl,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-YAxis buckling=26.875$,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column selfweight included:510.26 lbs*Dead Load Factor AXIALLOADS... Axial Load at 26.875$,D=11.250,S=18.750 k DESIGN SUNW ARY Bending&Shear Check Results PASS Nbx.Axial+Bending Stress Ratio = 0.7358 : 1 Nbximum Load Reactions.. Load Combination +D+S Top along X X 0.0 k Location ofmaxabove base 0.0 ft Bottom along XX 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 30.510 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 41.465 k Nb-x:Applied 0.0 k f Nbxnnum Load Deflections... Nh-x/Omega:Allowable 25.709 k f Along Y-Y 0.0 in at 0.0 ft above base for load combination: Nb-y:Applied 0.0 k fI Ivh-y/Omega:Allowable 25.709 k f Along XX 0.0 in at 0.011 above base for load combination PASS Nbxknum Shear Stress Ratio= 0.0 :1 Load Combination Location ofmaxabove base 0.0 ft At xnaknium location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Nbximum Axial+Bending Stress Ratios Nhxirmun Shear Ratios Load Combination Stress Ratio Status Location Cbx CbY KxIx/Rx KYLY/Ry Stress Ratio Status location DOnly 0.284 PASS 0.00 fl 1.00 1.00 137.82 137.82 0.000 PASS 0.00 ft +DES 0.736 PASS 0.00 ft 1.00 1.00 137.82 137.82 0.000 PASS 0.00 ft +D+0.750S 0.623 PASS 0.00 ft 1.00 1.00 137.82 137.82 0.000 PASS 0.00 ft +0.60D 0.170 PASS 0.00 ft 1.00 1.00 137.82 137.82 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction XXAxisReaction k Y-YAxisReaction Nk-End Nbments k-ft 4-End Nbments Load Combination @Base @Base @Top @Base @Top @Base @Top @Base @Top D Only 11.760 +D+S 30.510 +D+0.750S 25.823 +0.60D 7.056 S Only 18.750 Extreme Reactions Axial Reaction XXAxisReaction k Y-YAm Reaction Nk-End Nbments k-ft N1y-EndNbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Axial@Base lvkA un 30.510 11 Nkurrum 7.056 Page 51 of 352 =1'= At 'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:41 PM Steel Column File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: 2B,6B Extreme Reactions Axial Reaction XXAdsReaction k Y-YAas Reaction Ivor-FndMxnents k-ft My-EndIvbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Reaction, XXAxis Base Maximum 11.760 11 Mnnnum 11.760 Reaction, Y-YAxis Base Maximum 11.760 11 Mnnrnim 11.760 Reaction, XXAxis Top Nhximum 11.760 11 Mnnrnim 11.760 Reaction, Y-YAxis Top Nhximum 11.760 11 Mnnrnim 11.760 Ivbment, XXAxis Base Maximum 11.760 11 Nkmium 11.760 Nbrnent, Y-YAxis Base NVhximum 11.760 11 Mnnrnim 11.760 Ivbment, XXAas Top Maximum 11.760 11 Mnnrnim 11.760 Ivbment, Y-YAxis Top Maximum 11.760 11 Mnnrnim 11.760 Maximum Deflections for Load Combinations Load Combination Mix XXDeflection Distance Max Y-YDeflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 $ 0.000 in 0.000 $ +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 $ 0.000 in 0.000 $ S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 $ +D+S 0.0000 in 0.000 ft 0.000 in 0.000 $ +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 8 +0.60D 0.0000 in 0.000 $ 0.000 in 0.000 $ S Only 0.0000 in 0.000 $ 0.000 in 0.000 $ Steel Section Properties HSS6x6x1A Depth = 6.000 in I xx = 28.60 in"4 J = 45.600 in"4 Design Thick = 0.233 in S xx = 9.54 in^3 Wxlth = 6.000 in Rxx = 2.340 in WaU Thick = 0.250 in A = 11.200 in^3 Area = 5.240 in^2 Iyy = 28.600 in^4 C = 15.400 in^3 Weight = 18.986 plf S yy = 9.540 ie3 Ryy = 2.340 in Ycg = 0.000 in Page 52 of 352 =1'= AH'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA 98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:41 PM steel column File=Q:\2017\2170892\20_STR�NON CAD\CALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. KW-06001735 Description: 2B,6B Sketches 30.Ok 30.Ok +Y o Load 1 +X m 6.00in Page 53 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:42PM Stee I Column File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. KW-06001735 Description: 317,5F Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name : HSS6x6xl/4 Overall Column Height 27.693 $ Analysis Nbthod: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:SteelYreld 46.0 ksi XX(width)axis: E:Elastic Bending Ivbdulus 29,000.0 ksi Linbraced Length forXXAxis buckling=27.693 fl,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-YAxis buckling=27.693$,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column selfweight included:525.79 lbs*Dead Load Factor AXIALLOADS... Axial Load at 27.693$Xecc=5.0 in,D=7.370,S=12.290 k DESIGN SUMMARY Bending&Shear Check Results PASS Nbx.Axial+Bending Stress Ratio = 0.7982 : 1 Nbximum Load Reactions.. Load Combination +D+S Top along XX 0.2958 k Location ofmaxabove base 27.507 ft Bottom along XX 0.2958 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 20.186 k Bottom along Y-Y 0.0 k Pn/Omega:Albwable 39.052 k Nb-x:Applied 0.0 k f Nbxnnum Load Deflections... Nh-x/Omega:Allowable 25.709 k fl Along Y-Y 0.0 in at 0.0 ft above base for load combination: Nb-y:Applied -8.137 k$ Ivh-y/Omega:Allowable 25.709 k f Along XX -0.8469 in at 16.17011 above base for load combination:+D+S PASS Nbxkmim Shear Stress Ratio= 0.007245 : 1 Load Combination +D+S Location ofmaxabove base 0.0 ft At xnaknium location values are... Va:Applied 0.2958 k Vn/Omega:Allowable 40.826 k Load Combination Results Nbximum Axial+Bending Stress Ratios Nhxirmun Shear Ratios Load Combination Stress Ratio Status Location Cbx CbY KxIx/Rx KYLY/Ry Stress Ratio Status location DOnly 0.308 PASS 27.51 fl 1.00 1.66 142.02 142.02 0.003 PASS 0.00 fl +DES 0.798 PASS 27.51 ft 1.00 1.66 142.02 142.02 0.007 PASS 0.00 ft +D+0.750S 0.676 PASS 27.51 ft 1.00 1.66 142.02 142.02 0.006 PASS 0.00 fl +0.60D 0.132 PASS 27.51 ft 1.00 1.66 142.02 142.02 0.002 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction XXAxisReaction k Y-YAxisReaction Nk-End Nbments k-ft 4-End Nbments Load Combination @Base @Base @Top @Base @Top @Base @Top @Base @Top D Only 7.896 0.111 0.111 +D+S 20.186 0.296 0.296 +D+0.750S 17.113 0.250 0.250 +0.60D 4.737 0.067 0.067 S Only 12.290 0.185 0.185 Extreme Reactions Axial Reaction XXAxisReaction k Y-YAxisReaction Nk-End Nbments k-ft N1y-EndNbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Axial@Base lvkA n 20.186 0.296 0.296 11 Nkurrum 4.737 0.067 0.067 Page 54 of 352 =1'= Al 'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:42PM Steel Column File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: 3F,5F Extreme Reactions Axial Reaction XXAdsReaction k Y-YAas Reaction Ivor-FndNbments k-ft My-EndIVbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Reaction, XXAxis Base Maximum 20.186 0.296 0.296 11 Ninnnum 4.737 0.067 0.067 Reaction, Y-YAxis Base Maximum 7.896 0.111 0.111 11 Mnnrnim 7.896 0.111 0.111 Reaction, XXAxis Top Maximum 20.186 0.296 0.296 11 Mnnrnim 4.737 0.067 0.067 Reaction, Y-YAxis Top Maximum 12.290 0.185 0.185 11 Mnnrnim 7.896 0.111 0.111 Ivbment, XXAxis Base Maximum 7.896 0.111 11 Nkmium 7.896 0.111 Nbnent, Y-YAxis Base Nhximum 7.896 0.111 0.111 11 Mnnrnim 7.896 0.111 0.111 Ivbment, XXAas Top Maximum 7.896 0.111 0.111 11 Mnnrnim 7.896 0.111 0.111 Ivbment, Y-YAxis Top Maximum 7.896 0.111 0.111 11 Mnnrnim 7.896 0.111 0.111 Maximum Deflections for Load Combinations Load Combination Mix XXDeflection Distance Max Y-YDeflection Distance D Only -0.3175 in 16.170 fl 0.000 in 0.000 fl +D+S -0.8469 in 16.170 fl 0.000 in 0.000 8 +D+0.750S -0.7146 in 16.170 fl 0.000 in 0.000 fl +0.60D -0.1905 in 16.170 ff 0.000 in 0.000 8 S Only -0.5294 in 16.170 fl 0.000 in 0.000 fl Steel Section Properties HSS6x6xl/4 Depth = 6.000 in I xx = 28.60 k`4 J = 45.600 irr^4 Design Thick = 0.233 in S xx = 9.54 ie3 Width = 6.000 in Rxx = 2.340 in Wall Thick = 0.250 in A = 11.200 in^3 Area = 5.240 ie2 Iyy = 28.600 in^4 C = 15.400 in^3 Weight = 18.986 pY S yy = 9.540 in^3 R yy = 2.340 in Ycg = 0.000 in Page 55 of 352 =1'= AH'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA 98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:42PM Stee I Column File=Q:\2017\2170892\20_STR�NON CAD\CALCs\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: 3F,5F Sketches Y 9.BBOk 19.980k o +X Load 1 m • 6.00in Page 56 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:43PM Stee I Column File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. KW-06001735 Description: 4F Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name : HSS8x8xl/4 Overall Column Height 28.4375 $ Analysis Nbthod: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:SteelYreld 46.0 ksi XX(width)axis: E:Elastic Bending Ivbdulus 29,000.0 ksi Unbraced Length for XXAxis buckling=28.4375 ff,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-YAAs buckling=28.4375 t K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column selfweight included:733.46 lbs*Dead Load Factor AMALLOADS... Axial Load at 28.438$Xecc=6.0 in,D=14.750,S=24.580 k DESIGN SUMMARY Bending&Shear Check Results PASS Nbx.Axial+Bending Stress Ratio = 0.8472 : 1 Nhxitnum Load Reactions.. Load Combination +D+S Top along XX 0.6915 k Location ofmaxabove base 28.438 ft Bottom along XX 0.6915 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 40.063 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 88.806 k Nb-x:Applied 0.0 k f Nbximum Load Deflections... Nh-x/Omega:Allowable 44.130 k fl Along Y-Y 0.0 in at 0.0 ft above base for load combination: Nb-y:Applied -19.665 k fl Ivh-y/Omega:Allowable 44.130 k fl Along XX -2.144 in at 16.604 ft above base for load combination:+D+S PASS Nhxinium Shear Stress Ratio= 0.01230 : 1 Load Combination +D+S Location ofmaxabove base 0.0 ft At rtraknium location values are... Va:Applied 0.6915 k Vn/Omega:Allowable 56.229 k Load Combination Results Nbximum Axial+Bending Stress Ratios Nhxirmun Shear Ratios Load Combination Stress Ratio Status Location Cbx CbY KxIx/Rx KYLY/RY Stress Ratio Status location DOnly 0.254 PASS 28.44 fl 1.00 1.66 108.33 108.33 0.005 PASS 0.00 ft +DES 0.847 PASS 28.44 ft 1.00 1.66 108.33 108.33 0.012 PASS 0.00 ft +D+0.750S 0.716 PASS 28.44 ft 1.00 1.66 108.33 108.33 0.010 PASS 0.00 ft +0.60D 0.153 PASS 28.44 ft 1.00 1.66 108.33 108.33 0.003 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction XXAxisReaction k Y-YAxisReaction Mx-End Nbments Mt 4-End Nbments Load Combination @Base @Base @Top @Base @Top @Base @Top @Base @Top D Only 15.483 0.259 0.259 +D+S 40.063 0.692 0.692 +D+0.750S 33.918 0.583 0.583 +0.60D 9.290 0.156 0.156 S Only 24.580 0.432 0.432 Extreme Reactions Axial Reaction XXAxisReaction k Y-YAxisReaction Nk-End Nbments k-ft N1y-EndNbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Axial@Base lvkA n 40.063 0.692 0.692 -19.665 11 Nlnurnim 9.290 0.156 0.156 -4.425 Page 57 of 352 =1'= At 'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:43PM Steel Column File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. IRMIMAILTE1141I Description: 4F Extreme Reactions Axial Reaction XXAdsReaction k Y-YAas Reaction Ivor-FndMxnents k-ft My-EndIvbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Reaction, XXAxis Base Maximum 40.063 0.692 0.692 -19.665 11 Ninnnum 9.290 0.156 0.156 -4.425 Reaction, Y-YAxis Base Maximum 15.483 0.259 0.259 -7.375 11 Mnnrnim 15.483 0.259 0.259 -7.375 Reaction, XXAxis Top Maximum 40.063 0.692 0.692 -19.665 11 Mnnrnim 9.290 0.156 0.156 -4.425 Reaction, Y-YAxis Top Nhximum 24.580 0.432 0.432 -12.290 11 Mnnrnim 15.483 0.259 0.259 -7.375 Ivbment, XXAxis Base Maximum 15.483 0.259 -7.375 11 NkMIUm 15.483 0.259 -7.375 Nbrnent, Y-YAxis Base N hximum 15.483 0.259 0.259 -7.375 11 Mnnrnim 15.483 0.259 0.259 -7.375 Ivbment, XXAas Top Maximum 15.483 0.259 0.259 -7.375 11 Mnnrnim 15.483 0.259 0.259 -7.375 Ivbment, Y-YAxis Top Maximum 9.290 0.156 0.156 -4.425 11 Mnnrnim 40.063 0.692 0.692 -19.665 Maximum Deflections for Load Combinations Load Combination Nhx XXDeflection Distance Max Y-YDeflection Distance D Only -0.8040 in 16.604 fl 0.000 in 0.000 $ +D+S -2.1439 in 16.604 fl 0.000 in 0.000 $ +D+0.750S -1.8090 in 16.604 8 0.000 in 0.000 $ +0.60D -0.4824 in 16.604 ft 0.000 in 0.000 $ S Only -1.3399 in 16.604 fl 0.000 in 0.000 $ D Only -0.3253 in 16.604 ft 0.000 in 0.000 $ +D+S -0.8673 in 16.604 $ 0.000 in 0.000 $ +D+0.750S -0.7318 in 16.604 ft 0.000 in 0.000 8 +0.60D -0.1952 in 16.604 fl 0.000 in 0.000 $ S Only -0.5420 in 16.604 fl 0.000 in 0.000 $ Steel Section Properties HSS8x8x1A Depth = 8.000 in Ixx = 70.70 in^4 J = I11.000 inA4 Design Thick = 0.233 in S xx = 17.70 in^3 Wxlth = 8.000 in Rxx = 3.150 in WaU Thick = 0.250 in A = 20.500 in^3 Area = 7.100 in^2 Iyy = 70.700 in/4 C = 28.100 in^3 Weight = 25.792 plf S yy = 17.700 in^3 Ryy = 3.150 in Ycg = 0.000 in Page 58 of 352 =1'= AH'LEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA 98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:43PM Stee I Column File=Q:\2017\2170892\20_STR�NON CAD\CALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: 4F Sketches Y 39 330k 39.330k o Load 1 o CO $ r 8.00in Page 59 of 352 =1'= AHBLEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:44PM Stee I Co I u m n File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. KW-06001735 Description: TYPICAL29'-6"TALL Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name : HSS10x10xl/4 Overall Column Height 29.5 $ Analysis Nbthod: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:SteelYreld 46.0 ksi XX(width)axis: E:Elastic Bending Ivbdulus 29,000.0 ksi Linbraced Length for XXAxis buckling=29.5$,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-YA�os buckling=29.5 t K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column selfweight included:961.63 lbs*Dead Load Factor AXIALLOADS... Axial Load at 29.50$,D=37.50,S=62.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Nbx.Axial+Bending Stress Ratio = 0.7198 : 1 Nbximum Load Reactions.. Load Combination +D+S Top along X X 0.0 k Location ofmaxabove base 0.0 ft Bottom along XX 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 100.962 k Bottom along Y-Y 0.0 k Pn/Omega:Albwable 140.262 k Nb-x:Applied 0.0 k f Nbxnnum Load Deflections... Nh-x/Omega:Allowable 61.297 k fl Along Y-Y 0.0 in at 0.0 ft above base for load combination: Nb-y:Applied 0.0 k$ Ivh-y/Omega:Allowable 61.297 k f Along XX 0.0 in at 0.011 above base for load combination PASS Nbxknum Shear Stress Ratio= 0.0 :1 Load Combination Location ofmaxabove base 0.0 ft At rnaknium location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Nbximum Axial+Bending Stress Ratios Nhxirmun Shear Ratios Load Combination Stress Ratio Status Location Cbx CbY KxIx/Rx KYL3Y/RY Stress Ratio Status location DOnly 0.274 PASS 0.00 fl 1.00 1.00 89.17 89.17 0.000 PASS 0.00 fl +DES 0.720 PASS 0.00 ft 1.00 1.00 89.17 89.17 0.000 PASS 0.00 ft +D+0.750S 0.608 PASS 0.00 ft 1.00 1.00 89.17 89.17 0.000 PASS 0.00 fl +0.60D 0.165 PASS 0.00 ft 1.00 1.00 89.17 89.17 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction XXAxisReaction k Y-YAxisReaction Nk-End Nbments k-ft 4-End Nbments Load Combination @Base @Base @Top @Base @Top @Base @Top @Base @Top D Only 38.462 +D+S 100.962 +D+0.750S 85.337 +0.60D 23.077 S Only 62.500 Extreme Reactions Axial Reaction XXAxisReaction k Y-YAisReaction Nk-End Nbments k-ft NIy-EndNbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Axial@Base lvkA un 100.962 11 Nkurrum 23.077 Page 60 of 352 'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:44PM Steel Column File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: TYPICAL29'-6"TALL Extreme Reactions AxialReactlon XXAdsReaction k Y-YAas Reaction Ivor-FndMxnents k-ft My-EndIVbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Reaction, XXAxis Base Maximum 38.462 " Mnnnum 38.462 Reaction, Y-YAxis Base Maximum 38.462 11 Mnnrnim 38.462 Reaction, XXAxis Top Maximum 38.462 11 Mnnrnim 38.462 Reaction, Y-YAds Top Nhximum 38.462 11 Mnnrnim 38.462 Ivbment, XXAxis Base Maximum 38.462 11 Nkmium 38.462 Nbrnent, Y-YAxis Base Nhximum 38.462 11 Mnnrnim 38.462 Ivbment, XXAas Top Maximum 38.462 11 Mnnrnim 38.462 Ivbment, Y-YAxis Top Maximum 38.462 11 Mnnrnim 38.462 Maximum Deflections for Load Combinations Load Combination Mix XXDeflection Distance Max Y-YDeflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 $ 0.000 in 0.000 $ +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 $ 0.000 in 0.000 $ S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 $ +D+S 0.0000 in 0.000 ft 0.000 in 0.000 $ +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 8 +0.60D 0.0000 in 0.000 $ 0.000 in 0.000 $ S Only 0.0000 in 0.000 $ 0.000 in 0.000 $ Steel Section Properties MS10x10xIA Depth = 10.000 in I xx = 141.00 in^4 J = 220.000 in^4 Design Thick = 0.233 in S xx = 28.30 in^3 Wxlth = 10.000 in Rxx = 3.970 in WaU Thick = 0.250 in A = 32.700 in^3 Area = 8.960 in^2 Iyy = 141.000 in^4 C = 44.400in^3 Weight = 32.597 plf S yy = 28.300 ie3 Ryy = 3.970 in Ycg = 0.000 in Page 61 of 352 =1'= AH'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:44PM Stee I column File=Q:\2017\2170892\20_STRNON CAD\CALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. 1.11 Description: TYPICAL29'-6"TALL Sketches Y100.Ok 100 0k :q r°k ^g g Load 1 +X c c 10.00in Page 62 of 352 =1'= AH'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:45PM steel Column File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. KW-06001735 Description: TYPICAL30'-6.5"TALL Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name : HSS10x10xl/4 Overall Column Height 30.5417 $ Analysis Nbthod: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:SteelYreld 46.0 ksi XX(width)axis: E:Elastic Bending Ivbdulus 29,000.0 ksi Lbbraced Length for XXAxis buckling=30.5417 ff,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-YAxis buckling=30.5417 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column selfweight included:995.58 lbs*Dead Load Factor AMALLOADS... Axial Load at 30.542$D=37.50,S=62.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Nbx.Axial+Bending Stress Ratio = 0.7465 : 1 Nbximum Load Reactions.. Load Combination +D+S Top along X X 0.0 k Location ofmaxabove base 0.0 ft Bottom along XX 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 100.996 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 135.289 k Nb-x:Applied 0.0 k f Nbxnnum Load Deflections... Nh-x/Omega:Allowable 61.297 k fl Along Y-Y 0.0 in at 0.0 ft above base for load combination: Nb-y:Applied 0.0 k$ Ivh-y/Omega:Allowable 61.297 k fl Along XX 0.0 in at 0.011 above base for load combination PASS Nhxinium Shear Stress Ratio= 0.0 :1 Load Combination Location ofmaxabove base 0.0 ft At rnaknium location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Nbximum Axial+Bending Stress Ratios Nhxirmun Shear Ratios Load Combination Stress Ratio Status Location Cbx CbY KxIx/Rx KYL3Y/RY Stress Ratio Status location DOnly 0.285 PASS 0.00 fl 1.00 1.00 92.32 92.32 0.000 PASS 0.00 ft +DES 0.747 PASS 0.00 ft 1.00 1.00 92.32 92.32 0.000 PASS 0.00 ft +D+0.750S 0.631 PASS 0.00 ft 1.00 1.00 92.32 92.32 0.000 PASS 0.00 ft +0.60D 0.171 PASS 0.00 ft 1.00 1.00 92.32 92.32 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction XX Ads Reaction k Y-YAxis Reaction Nk-End Nbments Ml 4-End Nbments Load Combination @Base @Base @Top @Base @Top @Base @Top @Base @Top D Only 38.496 +D+S 100.996 +D+0.750S 85.371 +0.60D 23.097 S Only 62.500 Extreme Reactions Axial Reaction XXAxisReaction k Y-YAxis Reaction Nk-End Nbments k-ft NIy-EndNbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Axial@Base Nbximum 100.996 11 Nkm-mm 23.097 Page 63 of 352 'LEngineels Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:45PM Steel Column File=Q:\2017\2170892\20_STR�NON CADCALC's\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Budd:10.18.12.12. 1.11 Description: TYPICAL30'-6.5"TALL Extreme Reactions Axial Reaction XXAdsReaction k Y-YAas Reaction Ivor-FndMxnents k-ft My-EndIVbments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Reaction, XXAxis Base Maximum 38.496 " Mnnnum 38.496 Reaction, Y-YAxis Base Maximum 38.496 11 Mnnrnim 38.496 Reaction, XXAxis Top Maximum 38.496 11 NkM uM 38.496 Reaction, Y-YAxis Top Maximum 38.496 11 Mnnrnim 38.496 Ivbment, XXAxis Base Maximum 38.496 11 Mnuinim 38.496 Nbnent, Y-YAxis Base Nhxi= 38.496 11 Mnnrnim 38.496 Nbment, XXAas Top Maximum 38.496 11 Mnnrnim 38.496 Nbment, Y-YAxis Top Maximum 38.496 11 Mnnrnim 38.496 Maximum Deflections for Load Combinations Load Combination Mix XXDeflection Distance Max Y-YDeflection Distance D Only 0.0000 in 0.000 fl 0.000 in 0.000 fl +D+S 0.0000 in 0.000 ht 0.000 in 0.000 ht +D+0.750S 0.0000 in 0.000 fl 0.000 in 0.000 fl +0.60D 0.0000 in 0.000 ht 0.000 in 0.000 ht S Only 0.0000 in 0.000 fl 0.000 in 0.000 fl Steel Section Properties HSSININU4 Depth = 10.000 in I xx = 141.00 in^4 J = 220.000 in^4 Design Thick = 0.233 in S xx = 28.30 in^3 Width = 10.000 in Rxx = 3.970 in Wall Thick = 0.250 in 7X = 32.700 in^3 Area = 8.960 in^2 Iyy = 141.000 in^4 C = 44.400 in^3 Weight = 32.597 pY S yy = 28.300 in^3 R yy = 3.970 in Ycg = 0.000 in Page 64 of 352 =1'= AH'LEngineeis Inc. Project Title: 2215 N30th Street,Suite 300 Engineer: Tacoma WA,98403 Project ID: C)CF& Project Descr: Printed:26 MAR 2019, 3:45PM steel Column File=Q:\2017\2170892\20_STR�NON CAD\CALCs\2170892 Budding B.ec6. SoBwae copyright ENERCALC,INC.1983-2018,Build:10.18.12.12. KW-06001735 Description: TYPICAL30'-6.5"TALL Sketches Y100 Ok 100 Ok C c Load 1 +X 0 r E 10.00in �I Page 2 Project "� w�`� � ✓ Project No. ZI I 0 '2 ❑ Page of W Subject Phone ❑ Calculations MA In= El Fax With/To Fax# O i ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers WWI r t Structural Engineers IJ"E. a Landscape Architects I- s % �� A U z �� -I� �', _2C Community Planners it Land Surveyors wo,lo 3�2 C+ C o�-Z Mlp �0r�� I,q0 x-2 2.d S 4 -��1� �tD n -2(0. 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THANK YOU. t� Page 2 Project C�A�11�VV/ �l Project No. d Z�� ❑ Page of W Subject Phone ❑ Calculations _ WithiTo Fax# ❑ Fax Q ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers P"e L 2 — Structural Engineers U Landscape Architects �O I Community Planners Land Surveyors d l P�� - Dn m i = (¢) s E� C7F P+�riEL liQc- 1-31 ® P te(L I � If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Page old2 Project(gLk4 T: �p'�� Project N2, wil l� ❑ Page of Subject Phone ❑ Calculations With[To Fax# ❑ Fax Q i ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers f U f t cSpR/� �0lsj po�lE>✓ ((� 2� �1 �— — --- Structural Engineers Landscape Architects l I Community Planners Land Surveyors I i ------ — -- — - ©. o 11- 3%Cott Ica ��2 = F71yZL r`WfIGL �tC��' pt�rz 2 �) s ✓c, fF T l�uocam. VUI-F PT E If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Page ow 2 Project 61MALC;2 WES4 PL (e Project No. ZI b 2iU ❑ Page of W Subject Phone ❑ Calculations MA SMM Fax With/To Fax# ❑ O = ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers -}- - Structural Engineers I v v+7 Q' Landscape Architects 4� Community Planners Land Surveyors qX� , i J'9 5 ?O0 5r G a PicCL Z 21.103184 MIN- of b '7- VpN I rv-f k-� Jo cq" `� Ile o W C� i wo t 04,E If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. Page 2 Project 6PM`6W A"h P7LD Project No. 'Zj '� 0 d'�)' 1 2 '-Z'0 ❑ Page of 0 Subject Phone ❑ Calculations � WithlTo Fax# El Fax ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers 17L�L ® _ Structural Engineers Ib Landscape Architects Community Planners 4vV Land Surveyors SL q . C-14 t t it e No t vvAut p»�S f D�IJ W -T 11L}-11 N(GK PP LL- l A-PY)C6 OL �, = 50,E-� � f�l�'►'L I , SCCI e �- C�nc X 1.3% hs� f�� S�`�vE►tif 25 to P'vp to "or z LOW I . l C w�1I C e "I P�ODEp D1- _ `ffl°l5 69N) 135/lk � If this does not meet with your understanding,please OU. 25 jT�16 t)S� (t4) SF T1LSA-r 2tbt, . �op ��13 �13� gL � 23-zj Page 71 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = Panel 1 OHj B] L _.� Wall Description = Non-Bearing Mandoor See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.91666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.91666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 21.67 i Number of Bars Ea Face (or at 20.00 Center) of Pier i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (1) Layer Lr = Roof Live Load Reinforcement #6 Rebar @ L = Occupancy Live Load 13" o.c. H = Soil Load Max Deflection L/ 1070 E = Seismic Load (Ultimate) Li % of Flexural Capacity 96% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 195 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 69.23076923 D = 10 D = 5 Snow- S (plf) 144.2307692 S = 21 S = 11 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 31.3 E = 3048 Wind - W (psf) 36.9 W = 3597 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 1529 Dead - D (lb-ft/ft) 5 Snow- S (plf) 144 Snow- S (lb-ft/ft) 11 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 3048 Wind - W (lb-ft/ft) 3597 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 72 of 352 Wall Parameters Wall Height Between Supports (ft) 27.9166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.9166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 1 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 6 0.44 in2 0.75 in But in many cases is still Vert Rebar o.c. Spacing (in) 13 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.41 (This is the area of tension steel only) Total As in Pier (in 2) 0.41 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 0.92 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? NO Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 3.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0047 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.12 OK IV ert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.13 OK 7 ' p 0.0105 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 335 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.23333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = Panel 1 Wall Description = Non-Bearing Mandoor Page 73 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + L O W O + + W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 2140 1907 2065 2065 1907 2168 1376 1143 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 85 136 275 21856 43299 36748 43218 36623 Pu /Ag (psi) 27 24 26 26 24 28 18 15 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.44 0.44 0.44 0.44 0.44 0.44 0.43 0.43 a (in) =(Ase*fy) / (0.85*fc*lw) 0.65 0.65 0.65 0.65 0.65 0.65 0.63 0.63 CU = C ULTIMATE = a /R 1 0.77 0.76 0.77 0.77 0.76 0.77 0.75 0.74 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 23.80 23.67 23.76 23.76 23.67 23.81 23.39 23.27 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 139 208 440 35019 66432 60611 57956 46500 Mn (lb-in) = Ase * fy* (d - a/2) 77801 77194 77606 77606 77194 77874 75808 75199 Cu /d 0.24 0.23 0.24 0.24 0.23 0.24 0.23 0.23 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 70021 69474 69846 69846 69474 70086 68227 67679 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 0% 0% 1% 50% 96% 86% 85% 69% POSITIVI �Mn > Mu ? ( OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = Panel 1 II II II II II II Q Q Q Q Q Q Wall Description = Non-Beal D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 1673 1529 1529 1601 1673 1673 Applied Moment at Mid Ht = Msa (lb-in/ft) 187 25959 25665 26022 13136 25791 Ase (in2) = (Ps + As*fy)/fy 0.44 0.43 0.43 0.43 0.44 0.44 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.335 0.335 0.335 0.335 0.335 0.335 CE = C ELASTIC = k * d 1.09 1.09 1.09 1.09 1.09 1.09 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 21.53 21.44 21.44 21.49 21.53 21.53 Mi = Msa (lb-in) 187 25959 25665 26022 13136 25791 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 275 275 275 275 275 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 191 26436 26137 26523 13401 26311 le2 (in4) 275 275 275 275 275 275 M3 (lb-in) 191 26436 26137 26523 13401 26311 le3 (in4) 275 275 275 275 275 275 M4 (lb-in) 191 26436 26137 26523 13401 26311 le4 (in4) 275 275 275 275 275 275 M5 (lb-in) 191 26436 26137 26523 13401 26311 le5 (in4) 275 275 275 275 275 275 M6 (lb-in) 191 26436 26137 26523 13401 26311 le6 (in4) 275 275 275 275 275 275 M7 (lb-in) 191 26436 26137 26523 13401 26311 le7 (in4) 275 275 275 275 275 275 e c/ 150 (in) 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 As (in) _ (5 * M7* Lc2) / (48 * Ec * le7) 0.00 0.31 0.31 0.31 0.16 E+S is N/A OK OK OK OK OK Page 74 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = Panel 1 Wall Description = Non-Bearing Mandoor Wall Ht= 27.91667 ft Wall Weight at Mid Height b = 6.666667 ft Wt of Concrete= 150 pcf c = 7.166667 ft Wall Thickness= 7.25 in. e = 21.67 ft Concentric Load= 195 plf d = 20.75 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 3.333333 ft a = b/2 Roof Weight Joist Span= 10 feet Dead Load= 12 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 69.230769 plf r equiv SL = 144.23077 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 32.0 psf P seismic= 27.6 psf P wind equiv= 36.9 psf P seismic equiv= 31.3 psf Page 75 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = Panel 2 OHj B] L _.� Wall Description = Non-Bearing Solid See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.91666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.91666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 1.00 i Number of Bars Ea Face (or at Center) of Pier 0.75 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (1) Layer Lr = Roof Live Load Reinforcement #6 Rebar @ L = Occupancy Live Load 16" o.c. H = Soil Load Max Deflection L/ 1234 E = Seismic Load (Ultimate) Li % of Flexural Capacity 99% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 1 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 60.03 D = 9 D = 4 Snow- S (plf) 125.0625 S = 18 S = 9 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 27.6 E = 2689 Wind - W (psf) 32.0 W = 3119 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 1326 Dead - D (lb-ft/ft) 4 Snow- S (plf) 125 Snow- S (lb-ft/ft) 9 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 2689 Wind - W (lb-ft/ft) 3119 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fl, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 76 of 352 Wall Parameters Wall Height Between Supports (ft) 27.9166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.9166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 1 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 6 0.44 in2 0.75 in But in many cases is still Vert Rebar o.c. Spacing (in) 16 1 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.33 (This is the area of tension steel only) Total As in Pier (in 2) 0.33 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 0.75 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? NO Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 3.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0038 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.12 OK IV ert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.13 OK 7 ' p 0.0085 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 335 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.23333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = Panel 2 Wall Description = Non-Bearing Solid Page 77 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + Lr? O LU O + + LU O O O + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 1856 1653 1791 1791 1653 1880 1193 991 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 74 118 238 18952 37545 32410 37474 32302 Pu /Ag (psi) 24 21 23 23 21 24 15 13 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.36 0.36 0.36 0.36 0.36 0.36 0.35 0.35 a (in) =(Ase*fy) / (0.85*fc*lw) 0.53 0.53 0.53 0.53 0.53 0.53 0.52 0.51 CU = C ULTIMATE = a /R 1 0.63 0.62 0.62 0.62 0.62 0.63 0.61 0.60 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 21.04 20.91 21.00 21.00 20.91 21.05 20.62 20.50 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 119 179 377 30022 57042 52794 49973 40843 Mn (lb-in) = Ase * fy* (d - a/2) 64853 64302 64676 64676 64302 64919 63047 62495 Cu /d 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 58368 57872 58209 58209 57872 58427 56742 56245 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 0% 0% 1% 52% 99% 90% 88% 73% POSITIVI �Mn > Mu ? ( OK OK OK OK OK OK OK OK N in U w L + M f� ti 3: + + + Job Name = GATEWA J J J J J J Job Number = 2170892 + + + + + + 0 0 0 Wall Type = Panel 2 II II II II II II Q Q Q Q Q Q Wall Description = Non-Beal D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 1451 1326 1326 1388 1451 1451 Applied Moment at Mid Ht = Msa (lb-in/ft) 162 22509 22636 22563 11390 22746 Ase (in2) = (Ps + As*fy)/fy 0.36 0.35 0.35 0.35 0.36 0.36 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.308 0.308 0.308 0.308 0.308 0.308 CE = C ELASTIC = k * d 1.00 1.00 1.00 1.00 1.00 1.00 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 18.48 18.39 18.39 18.44 18.48 18.48 Mi = Msa (lb-in) 162 22509 22636 22563 11390 22746 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 275 275 275 275 275 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 165 22867 22996 22939 11589 23142 le2 (in4) 275 275 275 275 275 275 M3 (lb-in) 165 22867 22996 22939 11589 23142 le3 (in4) 275 275 275 275 275 275 M4 (lb-in) 165 22867 22996 22939 11589 23142 le4 (in4) 275 275 275 275 275 275 M5 (lb-in) 165 22867 22996 22939 11589 23142 le5 (in4) 275 275 275 275 275 275 M6 (lb-in) 165 22867 22996 22939 11589 23142 le6 (in4) 275 275 275 275 275 275 M7 (lb-in) 165 22867 22996 22939 11589 23142 le7 (in4) 275 275 275 275 275 275 e c/ 150 (in) 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 As (in) _ (5 * M7* Lc2) / (48 * Ec * le7) 0.00 0.27 0.27 0.27 0.14 E+S is N/A OK OK OK OK OK OK Page 78 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = Panel 2 Wall Description = Non-Bearing Solid Wall Ht= 27.91667 ft Wall Weight at Mid Height b = 0.001 ft Wt of Concrete= 150 pcf c = 7.166667 ft Wall Thickness= 7.25 in. e = 1.00 ft Concentric Load= 1 plf d = 20.75 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 0.0005 ft a = b/2 Roof Weight Joist Span= 10 feet Dead Load= 12 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 60.03 plf r equiv SL = 125.0625 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 32.0 psf P seismic= 27.6 psf P wind equiv= 32.0 psf P seismic equiv= 27.6 psf Page 79 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = Panel 3 OHj B] L _.� Wall Description = Bearing Solid See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.91666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.91666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 1.00 i Number of Bars Ea Face (or at Center) of Pier 0.92 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (1) Layer Lr = Roof Live Load Reinforcement #6 Rebar @ L = Occupancy Live Load 13" o.c. H = Soil Load Max Deflection L/ 1202 E = Seismic Load (Ultimate) Li % of Flexural Capacity 92% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 1 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 375.1875 D = 55 D = 27 Snow- S (plf) 625.3125 S = 91 S = 46 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 27.6 E = 2689 Wind - W (psf) 32.0 W = 3119 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 1641 Dead - D (lb-ft/ft) 27 Snow- S (plf) 625 Snow- S (lb-ft/ft) 46 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 2689 Wind - W (lb-ft/ft) 3119 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fl, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 80 of 352 Wall Parameters Wall Height Between Supports (ft) 27.9166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.9166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 1 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 6 0.44 in2 0.75 in But in many cases is still Vert Rebar o.c. Spacing (in) 13 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.41 (This is the area of tension steel only) Total As in Pier (in 2) 0.41 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 0.92 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? NO Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 3.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0047 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.12 OK IV ert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.13 OK 7 ' p 0.0105 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 335 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.23333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = Panel 3 Wall Description = Bearing Solid Page 81 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + L O W O + + W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 2297 2282 2969 2969 2282 2656 1477 1227 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 460 668 1269 19983 38095 33090 37722 32508 Pu /Ag (psi) 29 29 38 38 29 34 19 16 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.45 0.45 0.46 0.46 0.45 0.45 0.43 0.43 a (in) =(Ase*fy) / (0.85*fc*lw) 0.66 0.66 0.67 0.67 0.66 0.66 0.64 0.63 CU = C ULTIMATE = a /R 1 0.77 0.77 0.79 0.79 0.77 0.78 0.75 0.74 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 23.88 23.87 24.22 24.22 23.87 24.06 23.45 23.32 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 787 1138 2701 42522 64928 63307 51838 42084 Mn (lb-in) = Ase * fy* (d - a/2) 78208 78168 79947 79947 78168 79139 76072 75418 Cu /d 0.24 0.24 0.24 0.24 0.24 0.24 0.23 0.23 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 70387 70351 71952 71952 70351 71225 68465 67876 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 1% 2% 4% 59% 92% 89% 76% 62% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 0 0 0 Wall Type = Panel 3 II II II II II II Q Q Q Q Q Q Wall Description = Bearing D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 2266 1641 1641 1953 2266 2266 Applied Moment at Mid Ht = Msa (lb-in/ft) 875 22785 22912 23058 12104 23459 Ase (in2) = (Ps + As*fy)/fy 0.45 0.44 0.44 0.44 0.45 0.45 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.335 0.335 0.335 0.335 0.335 0.335 CE = C ELASTIC = k * d 1.09 1.09 1.09 1.09 1.09 1.09 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 21.91 21.51 21.51 21.71 21.91 21.91 Mi = Msa (lb-in) 875 22785 22912 23058 12104 23459 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 275 275 275 275 275 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 900 23235 23365 23603 12436 24104 le2 (in4) 275 275 275 275 275 275 M3 (lb-in) 900 23235 23365 23603 12436 24104 le3 (in4) 275 275 275 275 275 275 M4 (lb-in) 900 23235 23365 23603 12436 24104 le4 (in4) 275 275 275 275 275 275 M5 (lb-in) 900 23235 23365 23603 12436 24104 le5 (in4) 275 275 275 275 275 275 M6 (lb-in) 900 23235 23365 23603 12436 24104 le6 (in4) 275 275 275 275 275 275 M7 (lb-in) 900 23235 23365 23603 12436 24104 lei (in4) 275 275 275 275 275 275 e c/ 150 (in) 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.01 0.27 0.28 0.28 0.15 E+S is N/A OK OK OK OK OK OK Page 82 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = Panel 3 Wall Description = Bearing Solid Wall Ht= 27.91667 ft Wall Weight at Mid Height b = 0.001 ft Wt of Concrete= 150 pcf c = 7.166667 ft Wall Thickness= 7.25 in. e = 1.00 ft Concentric Load= 1 plf d = 20.75 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 0.0005 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 375.1875 plf r equiv SL = 625.3125 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 32.0 psf P seismic= 27.6 psf P wind equiv= 32.0 psf P seismic equiv= 27.6 psf Page 83 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 5 OHj B] L _.� Wall Description = PIER 1 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.41666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.41666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 3.42 i Number of Bars Ea Face (or at Center) of Pier 5.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (1) Layer Lr = Roof Live Load Reinforcement #6 Rebar @ L = Occupancy Live Load 8" o.c. H = Soil Load Max Deflection L 1893 E = Seismic Load (Ultimate) Li % of Flexural Capacity 93% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 606 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 557.9268293 D = 81 D = 41 Snow- S (plf) 929.8780488 S = 136 S = 68 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 39.3 E = 3689 Wind - W (psf) 42.6 W = 3998 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 2406 Dead - D (lb-ft/ft) 41 Snow- S (plf) 930 Snow- S (lb-ft/ft) 68 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 3689 Wind - W (lb-ft/ft) 3998 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fl, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 84 of 352 Wall Parameters Wall Height Between Supports (ft) 27.4166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.4166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 1 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 6 0.44 in2 0.75 in But in many cases is still Vert Rebar o.c. Spacing (in) 8.2 1 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.65 (This is the area of tension steel only) Total As in Pier (in 2) 0.65 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 1.46 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? NO Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 3.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0074 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.12 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.13 OK ' p 0.0166 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 329 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.19333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 5 Wall Description = PIER 1 Page 85 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + L O W O + + W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 3369 3352 4375 4375 3352 3905 2166 1799 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 683 993 1888 25876 48970 45503 48416 44639 Pu /Ag (psi) 43 43 56 56 43 50 28 23 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.70 0.70 0.72 0.72 0.70 0.71 0.68 0.68 a (in) =(Ase*fy) / (0.85*fc*lw) 1.03 1.03 1.06 1.06 1.03 1.05 1.00 0.99 CU = C ULTIMATE = a /R 1 1.22 1.22 1.24 1.24 1.22 1.23 1.18 1.17 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 30.58 30.57 30.99 30.99 30.57 30.80 30.10 29.95 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 1264 1829 4591 62934 90230 96559 69174 59563 Mn (lb-in) = Ase * fy* (d - a/2) 115237 115201 117456 117456 115201 116421 112552 111728 Cu /d 0.37 0.37 0.38 0.38 0.37 0.38 0.36 0.36 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.88 0.88 0.90 0.89 0.90 0.90 �Mn (lb-in) 103713 103681 103686 103686 103681 103610 101297 100555 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 1% 2% 4% 61% 87% 93% 68% 59% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 5 II II II II II II Q Q Q Q Q Q Wall Description = PIER 1 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 3336 2406 2406 2871 3336 3336 Applied Moment at Mid Ht = Msa (lb-in/ft) 1302 29274 31480 29681 15695 32293 Ase (in2) = (Ps + As*fy)/fy 0.70 0.69 0.69 0.69 0.70 0.70 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.400 0.400 0.400 0.400 0.400 0.400 CE = C ELASTIC = k * d 1.30 1.30 1.30 1.30 1.30 1.30 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 30.26 29.79 29.79 30.03 30.26 30.26 Mi = Msa (lb-in) 1302 29274 31480 29681 15695 32293 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 275 275 275 275 275 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 1353 30099 32367 30685 16315 33569 lee (in4) 275 275 275 275 275 275 M3 (lb-in) 1353 30099 32367 30685 16315 33569 le3 (in4) 275 275 275 275 275 275 M4 (lb-in) 1353 30099 32367 30685 16315 33569 le4 (in4) 275 275 275 275 275 275 M5 (lb-in) 1353 30099 32367 30685 16315 33569 le5 (in4) 275 275 275 275 275 275 M6 (lb-in) 1353 30099 32367 30685 16315 33569 le6 (in4) 275 275 275 275 275 275 M7 (lb-in) 1353 30099 32367 30685 16315 33569 lei (in4) 275 275 275 275 275 275 e c/ 150 (in) 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.02 0.34 0.37 0.35 0.19 E+S is N/A OK OK OK OK OK Page 86 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 5 Wall Description = PIER 1 Wall Ht= 27.41667 ft Wall Weight at Mid Height b = 3.333333 ft Wt of Concrete= 150 pcf c = 7.166667 ft Wall Thickness= 7.25 in. e = 3.42 ft Concentric Load= 606 plf d = 20.25 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 1.666667 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 557.92683 plf r equiv SL = 929.87805 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 28.6 psf P seismic= 27.6 psf P wind equiv= 42.6 psf P seismic equiv= 39.3 psf Page 87 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 5 OHj B] L _.� Wall Description = PIER 2 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.41666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.41666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 3.17 i Number of Bars Ea Face (or at Center) of Pier 6.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 6" o.c. H = Soil Load Max Deflection L 1411 E = Seismic Load (Ultimate) Li % of Flexural Capacity 82% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 3008 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 1282.894737 D = 187 D = 94 Snow- S (plf) 2138.157895 S = 312 S = 156 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 -4624 E = -2312 negative numbers to reduce the Wind - W (lb-ft/ft) 0 -7060 W = -3530 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 64.1 E = 6021 Wind - W (psf) 97.8 W = 9193 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 5533 Dead - D (lb-ft/ft) 94 Snow- S (plf) 2138 Snow- S (lb-ft/ft) 156 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 3709 Wind - W (lb-ft/ft) 5663 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fl, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 88 of 352 Wall Parameters Wall Height Between Supports (ft) 27.4166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.4166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 6.33333333 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.58 (This is the area of tension steel only) Total As in Pier (in 2) 0.58 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 1.89 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0134 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0103 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 329 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.19333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 5 Wall Description = PIER 2 Page 89 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 7746 7709 10061 10061 7709 8978 4980 4138 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 1572 2282 4340 38318 70238 47338 68966 45349 Pu /Ag (psi) 99 99 129 129 99 115 64 53 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.67 0.67 0.70 0.70 0.67 0.69 0.64 0.63 a (in) =(Ase*fy) / (0.85*fc*lw) 0.99 0.99 1.03 1.03 0.99 1.01 0.94 0.93 CU = C ULTIMATE = a /R 1 1.16 1.16 1.21 1.21 1.16 1.19 1.11 1.09 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 73.38 73.35 75.01 75.01 73.35 74.26 71.35 70.71 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 2807 4063 9849 86948 125035 95481 97280 59987 Mn (lb-in) = Ase * fy* (d - a/2) 168813 168717 174720 174720 168717 171966 161669 159476 Cu /d 0.25 0.25 0.26 0.26 0.25 0.25 0.24 0.23 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 151932 151845 157248 157248 151845 154769 145502 143529 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 2% 3% 6% 55% 82% 62% 67% 42% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 5 II II II II II II Q Q Q Q Q Q Wall Description = PIER 2 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 7671 5533 5533 6602 7671 7671 Applied Moment at Mid Ht = Msa (lb-in/ft) 2993 41896 32280 42832 23380 34150 Ase (in2) = (Ps + As*fy)/fy 0.71 0.67 0.67 0.69 0.71 0.71 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.333 0.333 0.333 0.333 0.333 0.333 CE = C ELASTIC = k * d 1.56 1.56 1.56 1.56 1.56 1.56 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 70.98 68.18 68.18 69.58 70.98 70.98 Mi = Msa (lb-in) 2993 41896 32280 42832 23380 34150 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 249 275 238 275 275 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 3280 45026 34450 46908 25618 37420 le2 (in4) 275 214 275 198 275 275 M3 (lb-in) 3280 45586 34450 47832 25618 37420 le3 (in4) 275 209 275 190 275 275 M4 (lb-in) 3280 45688 34450 48047 25618 37420 le4 (in4) 275 208 275 189 275 275 M5 (lb-in) 3280 45707 34450 48097 25618 37420 le5 (in4) 275 207 275 188 275 275 M6 (lb-in) 3280 45710 34450 48108 25618 37420 le6 (in4) 275 207 275 188 275 275 M7 (lb-in) 3280 45711 34450 48111 25618 37420 lei (in4) 275 207 275 188 275 275 e c/ 150 (in) 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.04 0.69 0.39 0.80 0.29 E+S is N/A C OK OK OK OK OK Page 90 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 5 Wall Description = PIER 2 Wall Ht= 27.41667 ft Wall Weight at Mid Height b = 15.33333 ft Wt of Concrete= 150 pcf c = 14 ft Wall Thickness= 7.25 in. e = 3.17 ft Concentric Load= 3008 plf d = 13.41667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 7.666667 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 1282.8947 plf r equiv SL = 2138.1579 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 28.6 psf P seismic= 27.6 psf P wind equiv= 97.8 psf P seismic equiv= 64.1 psf Page 91 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 5 OHj B] L _.� Wall Description = PIER 3 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.41666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.41666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 3.00 i Number of Bars Ea Face (or at Center) of Pier 5.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 7" o.c. H = Soil Load Max Deflection L 1712 E = Seismic Load (Ultimate) Li % of Flexural Capacity 78% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 2485 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 1125 D = 164 D = 82 Snow- S (plf) 1875 S = 273 S = 137 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 -4166 E = -2083 negative numbers to reduce the Wind - W (lb-ft/ft) 0 -6191 W = -3096 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 57.7 E = 5425 Wind - W (psf) 85.8 W = 8062 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 4852 Dead - D (lb-ft/ft) 82 Snow- S (plf) 1875 Snow- S (lb-ft/ft) 137 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 3342 Wind - W (lb-ft/ft) 4966 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 92 of 352 Wall Parameters Wall Height Between Supports (ft) 27.4166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.4166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 7.2 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.51 (This is the area of tension steel only) Total As in Pier (in 2) 0.51 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 1.67 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0118 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0091 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 329 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.19333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 5 Wall Description = PIER 3 Page 93 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 6793 6760 8822 8822 6760 7873 4367 3628 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 1378 2002 3806 33602 61594 42581 60478 40837 Pu /Ag (psi) 87 87 113 113 87 101 56 47 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.59 0.59 0.61 0.61 0.59 0.60 0.56 0.55 a (in) =(Ase*fy) / (0.85*fc*lw) 0.87 0.87 0.90 0.90 0.87 0.89 0.83 0.81 CU = C ULTIMATE = a /R 1 1.02 1.02 1.06 1.06 1.02 1.04 0.97 0.96 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 68.05 68.03 69.66 69.66 68.03 68.92 66.06 65.44 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 2361 3418 8067 71215 105178 81327 83493 53120 Mn (lb-in) = Ase * fy* (d - a/2) 150539 150452 155891 155891 150452 153394 144079 142099 Cu /d 0.22 0.22 0.23 0.23 0.22 0.22 0.21 0.20 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 135485 135407 140302 140302 135407 138055 129671 127889 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 2% 3% 6% 51% 78% 59% 64% 42% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 5 II II II II II II Q Q Q Q Q Q Wall Description = PIER 3 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 6727 4852 4852 5789 6727 6727 Applied Moment at Mid Ht = Msa (lb-in/ft) 2625 36740 29055 37560 20503 30696 Ase (in2) = (Ps + As*fy)/fy 0.62 0.59 0.59 0.61 0.62 0.62 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.316 0.316 0.316 0.316 0.316 0.316 CE = C ELASTIC = k * d 1.48 1.48 1.48 1.48 1.48 1.48 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 64.55 61.97 61.97 63.26 64.55 64.55 Mi = Msa (lb-in) 2625 36740 29055 37560 20503 30696 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 275 275 275 275 275 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 2843 38889 30755 40211 22204 33243 le2 (in4) 275 275 275 273 275 275 M3 (lb-in) 2843 38889 30755 40232 22204 33243 le3 (in4) 275 275 275 272 275 275 M4 (lb-in) 2843 38889 30755 40236 22204 33243 le4 (in4) 275 275 275 272 275 275 M5 (lb-in) 2843 38889 30755 40236 22204 33243 le5 (in4) 275 275 275 272 275 275 M6 (lb-in) 2843 38889 30755 40237 22204 33243 le6 (in4) 275 275 275 272 275 275 M7 (lb-in) 2843 38889 30755 40237 22204 33243 lei (in4) 275 275 275 272 275 275 e c/ 150 (in) 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.03 0.44 0.35 0.46 0.25 E+S is N/A OK OK OK OK OK Page 94 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 5 Wall Description = PIER 3 Wall Ht= 27.41667 ft Wall Weight at Mid Height b = 12 ft Wt of Concrete= 150 pcf c = 14 ft Wall Thickness= 7.25 in. e = 3.00 ft Concentric Load= 2485 plf d = 13.41667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 6 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 1125 plf r equiv SL = 1875 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 28.6 psf P seismic= 27.6 psf P wind equiv= 85.8 psf P seismic equiv= 57.7 psf Page 95 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 6 OHj B] L _.� Wall Description = PIER 1 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.41666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.41666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 1.75 i Number of Bars Ea Face (or at Center) of Pier 4.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 5" o.c. H = Soil Load Max Deflection L 1357 E = Seismic Load (Ultimate) Li % of Flexural Capacity 71% W = Wind Load MB Hand Input (�j Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 3195 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 1339.285714 D = 195 D = 98 Snow- S (plf) 2232.142857 S = 326 S = 163 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 -5838 E = -2919 negative numbers to reduce the Wind - W (lb-ft/ft) 0 -7371 W = -3685 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 80.9 E = 7602 Wind - W (psf) 102.1 W = 9597 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 5776 Dead - D (lb-ft/ft) 98 Snow- S (plf) 2232 Snow- S (lb-ft/ft) 163 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 4683 Wind - W (lb-ft/ft) 5912 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fl, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 96 of 352 Wall Parameters Wall Height Between Supports (ft) 27.4166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.4166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 5.25 1 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.70 (This is the area of tension steel only) Total As in Pier (in 2) 0.70 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 2.29 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0161 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0125 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 329 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.19333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 6 Wall Description = PIER 1 Page 97 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + Lr? O LU O + + LU O O O + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 8087 8047 10503 10503 8047 9373 5199 4319 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 1641 2383 4531 40003 73326 59143 71998 57068 Pu /Ag (psi) 104 103 135 135 103 120 67 55 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.79 0.79 0.82 0.82 0.79 0.81 0.76 0.75 a (in) =(Ase*fy) / (0.85*fc*lw) 1.17 1.17 1.21 1.21 1.17 1.19 1.12 1.10 CU = C ULTIMATE = a /R 1 1.37 1.37 1.42 1.42 1.37 1.40 1.32 1.30 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 80.55 80.52 82.04 82.04 80.52 81.35 78.71 78.14 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 2822 4086 9720 85814 125724 113844 99366 74165 Mn (lb-in) = Ase * fy* (d - a/2) 195646 195550 201506 201506 195550 198775 188551 186371 Cu /d 0.29 0.29 0.30 0.30 0.29 0.30 0.28 0.28 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 176081 175995 181356 181356 175995 178897 169696 167734 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 2% 2% 5% 47% 71% 64% 59% 44% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U w L + M f� ti 3: + + + Job Name = GATEWA J J J J J J Job Number = 2170892 + + + + + + Wall Type = PANEL 6 II II II II II II Q Q Q Q Q Q Wall Description = PIER 1 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 8008 5776 5776 6892 8008 8008 Applied Moment at Mid Ht = Msa (lb-in/ft) 3125 43738 40506 44714 24408 42459 Ase (in2) = (Ps + As*fy)/fy 0.83 0.80 0.80 0.82 0.83 0.83 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.359 0.359 0.359 0.359 0.359 0.359 CE = C ELASTIC = k * d 1.68 1.68 1.68 1.68 1.68 1.68 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 79.69 76.99 76.99 78.34 79.69 79.69 Mi = Msa (lb-in) 3125 43738 40506 44714 24408 42459 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 229 268 220 275 244 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 3439 47482 43428 49578 26857 47323 lee (in4) 275 196 232 182 275 198 M3 (lb-in) 3439 48181 43920 50719 26857 48603 le3 (in4) 275 191 227 175 275 189 M4 (lb-in) 3439 48313 44005 50987 26857 48944 le4 (in4) 275 190 226 174 275 187 M5 (lb-in) 3439 48337 44019 51050 26857 49036 le5 (in4) 275 190 226 173 275 186 M6 (lb-in) 3439 48342 44022 51064 26857 49060 le6 (in4) 275 190 226 173 275 186 M7 (lb-in) 3439 48343 44022 51068 26857 49066 le7 (in4) 275 190 226 173 275 186 e c/ 150 (in) 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 As (in) _ (5 * M7* Lc2) / (48 * Ec * le7) 0.04 0.80 0.61 0.92 0.31 E+S is N/A C I OK OK OK OK OK OK Page 98 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 6 Wall Description = PIER 1 Wall Ht= 27.41667 ft Wall Weight at Mid Height b = 9 ft Wt of Concrete= 150 pcf c = 10 ft Wall Thickness= 7.25 in. e = 1.75 ft Concentric Load= 3195 plf d = 17.41667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 4.5 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 1339.2857 plf r equiv SL = 2232.1429 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 28.6 psf P seismic= 27.6 psf P wind equiv= 102.1 psf P seismic equiv= 80.9 psf Page 99 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 6 OHj B] L _.� Wall Description = PIER 2 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.41666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.41666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 3.50 i Number of Bars Ea Face (or at Center) of Pier 7.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 6" o.c. H = Soil Load Max Deflection L 1347 E = Seismic Load (Ultimate) Li % of Flexural Capacity 83% W = Wind Load MB Hand Input (�j Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 3195 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 1339.285714 D = 195 D = 98 Snow- S (plf) 2232.142857 S = 326 S = 163 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 -5838 E = -2919 negative numbers to reduce the Wind - W (lb-ft/ft) 0 -7371 W = -3685 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 80.9 E = 7602 Wind - W (psf) 102.1 W = 9597 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 5776 Dead - D (lb-ft/ft) 98 Snow- S (plf) 2232 Snow- S (lb-ft/ft) 163 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 4683 Wind - W (lb-ft/ft) 5912 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper fl, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 100 of 352 Wall Parameters Wall Height Between Supports (ft) 27.4166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.4166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 6 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.61 (This is the area of tension steel only) Total As in Pier (in 2) 0.61 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 2.00 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0141 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0109 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 329 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.19333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 6 Wall Description = PIER 2 Page 101 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 8087 8047 10503 10503 8047 9373 5199 4319 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 1641 2383 4531 40003 73326 59143 71998 57068 Pu /Ag (psi) 104 103 135 135 103 120 67 55 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.71 0.71 0.73 0.73 0.71 0.72 0.67 0.66 a (in) =(Ase*fy) / (0.85*fc*lw) 1.04 1.04 1.08 1.08 1.04 1.06 0.99 0.98 CU = C ULTIMATE = a /R 1 1.22 1.22 1.27 1.27 1.22 1.25 1.17 1.15 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 75.58 75.55 77.21 77.21 75.55 76.46 73.56 72.92 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 2962 4287 10471 92438 131924 121006 102085 75788 Mn (lb-in) = Ase * fy* (d - a/2) 176800 176701 182876 182876 176701 180044 169447 167189 Cu /d 0.26 0.26 0.27 0.27 0.26 0.27 0.25 0.24 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 159120 159031 164589 164589 159031 162039 152502 150470 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 2% 3% 6% 56% 83% 75% 67% 50% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 6 II II II II II II Q Q Q Q Q Q Wall Description = PIER 2 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 8008 5776 5776 6892 8008 8008 Applied Moment at Mid Ht = Msa (lb-in/ft) 3125 43738 40506 44714 24408 42459 Ase (in2) = (Ps + As*fy)/fy 0.75 0.71 0.71 0.73 0.75 0.75 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.340 0.340 0.340 0.340 0.340 0.340 CE = C ELASTIC = k * d 1.60 1.60 1.60 1.60 1.60 1.60 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 73.70 70.84 70.84 72.27 73.70 73.70 Mi = Msa (lb-in) 3125 43738 40506 44714 24408 42459 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 228 268 218 275 243 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 3439 47507 43430 49620 26857 47344 le2 (in4) 275 193 231 179 275 196 M3 (lb-in) 3439 48249 43942 50839 26857 48694 le3 (in4) 275 188 226 171 275 186 M4 (lb-in) 3439 48396 44033 51145 26857 49076 le4 (in4) 275 187 225 170 275 183 M5 (lb-in) 3439 48426 44050 51222 26857 49185 le5 (in4) 275 186 224 169 275 182 M6 (lb-in) 3439 48432 44053 51241 26857 49216 le6 (in4) 275 186 224 169 275 182 M7 (lb-in) 3439 48433 44053 51246 26857 49224 lei (in4) 275 186 224 169 275 182 e c/ 150 (in) 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.04 0.81 0.61 0.95 0.31 E+S is N/A C I OK OK OK OK OK OK Page 102 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 6 Wall Description = PIER 2 Wall Ht= 27.41667 ft Wall Weight at Mid Height b = 18 ft Wt of Concrete= 150 pcf c = 10 ft Wall Thickness= 7.25 in. e = 3.50 ft Concentric Load= 3195 plf d = 17.41667 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 9 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 1339.2857 plf r equiv SL = 2232.1429 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 28.6 psf P seismic= 27.6 psf P wind equiv= 102.1 psf P seismic equiv= 80.9 psf Page 103 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 9 OHj B] L _.� Wall Description = PIER 1 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.41666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.41666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 1.75 i Number of Bars Ea Face (or at Center) of Pier 3.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 7" o.c. H = Soil Load Max Deflection L 1613 E = Seismic Load (Ultimate) Li % of Flexural Capacity 67% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 1183 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 732.1428571 D = 107 D = 53 Snow- S (plf) 1220.238095 S = 178 S = 89 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 50.4 E = 4735 Wind - W (psf) 55.8 W = 5247 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 3158 Dead - D (lb-ft/ft) 53 Snow- S (plf) 1220 Snow- S (lb-ft/ft) 89 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 4735 Wind - W (lb-ft/ft) 5247 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 104 of 352 Wall Parameters Wall Height Between Supports (ft) 27.4166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.4166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 7 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.53 (This is the area of tension steel only) Total As in Pier (in 2) 0.53 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 1.71 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0121 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0094 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 329 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.19333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 9 Wall Description = PIER 1 Page 105 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 4421 4399 5742 5742 4399 5124 2842 2361 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 897 1303 2477 33956 64261 58430 63535 57296 Pu /Ag (psi) 57 56 74 74 56 66 36 30 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.58 0.58 0.59 0.59 0.58 0.59 0.56 0.55 a (in) =(Ase*fy) / (0.85*fc*lw) 0.85 0.85 0.87 0.87 0.85 0.86 0.82 0.81 CU = C ULTIMATE = a /R 1 1.00 1.00 1.02 1.02 1.00 1.01 0.97 0.96 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 67.16 67.14 68.23 68.23 67.14 67.73 65.84 65.44 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 1236 1792 3816 52316 88423 85361 77480 67445 Mn (lb-in) = Ase * fy* (d - a/2) 147598 147541 151103 151103 147541 149467 143381 142092 Cu /d 0.21 0.21 0.22 0.22 0.21 0.22 0.21 0.20 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 132838 132787 135993 135993 132787 134520 129043 127882 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 1% 1% 3% 38% 67% 63% 60% 53% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 9 II II II II II II Q Q Q Q Q Q Wall Description = PIER 1 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 4378 3158 3158 3768 4378 4378 Applied Moment at Mid Ht = Msa (lb-in/ft) 1708 38415 40412 38949 20596 41480 Ase (in2) = (Ps + As*fy)/fy 0.60 0.58 0.58 0.59 0.60 0.60 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.320 0.320 0.320 0.320 0.320 0.320 CE = C ELASTIC = k * d 1.50 1.50 1.50 1.50 1.50 1.50 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 62.45 60.79 60.79 61.62 62.45 62.45 Mi = Msa (lb-in) 1708 38415 40412 38949 20596 41480 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 275 269 275 275 254 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 1798 39848 41950 40696 21676 43845 le2 (in4) 275 275 247 265 275 225 M3 (lb-in) 1798 39848 42093 40761 21676 44173 le3 (in4) 275 275 245 264 275 221 M4 (lb-in) 1798 39848 42107 40768 21676 44220 le4 (in4) 275 275 245 264 275 220 M5 (lb-in) 1798 39848 42108 40769 21676 44227 le5 (in4) 275 275 245 264 275 220 M6 (lb-in) 1798 39848 42108 40769 21676 44228 le6 (in4) 275 275 245 264 275 220 M7 (lb-in) 1798 39848 42108 40769 21676 44228 lei (in4) 275 275 245 264 275 220 e c/ 150 (in) 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 2.1933333 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.02 0.45 0.54 0.48 0.25 E+S is N/A OK OK OK OK OK OK Page 106 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 9 Wall Description = PIER 1 Wall Ht= 27.41667 ft Wall Weight at Mid Height b = 3.333333 ft Wt of Concrete= 150 pcf c = 7.166667 ft Wall Thickness= 7.25 in. e = 1.75 ft Concentric Load= 1183 plf d = 20.25 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 1.666667 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 732.14286 plf r equiv SL = 1220.2381 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 28.6 psf P seismic= 27.6 psf P wind equiv= 55.8 psf P seismic equiv= 50.4 psf Page 107 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = Panel 16 OHj B] L _.� Wall Description = Peir 1 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.91666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.91666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 3.50 i Number of Bars Ea Face (or at Center) of Pier 5.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 8" o.c. H = Soil Load Max Deflection L 1307 E = Seismic Load (Ultimate) Li % of Flexural Capacity 95% W = Wind Load MB Hand Input (�j Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 1145 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 114.2857143 D = 17 D = 8 Snow- S (plf) 238.0952381 S = 35 S = 17 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 49.4 E = 4809 Wind - W (psf) 69.7 W = 6791 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 2524 Dead - D (lb-ft/ft) 8 Snow- S (plf) 238 Snow- S (lb-ft/ft) 17 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 4809 Wind - W (lb-ft/ft) 6791 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 108 of 352 Wall Parameters Wall Height Between Supports (ft) 27.9166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.9166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 8.4 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.44 (This is the area of tension steel only) Total As in Pier (in 2) 0.44 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 1.43 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0101 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK IV ert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK 7 ' p 0.0078 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 335 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.23333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = Panel 16 Wall Description = Peir 1 Page 109 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 3533 3148 3409 3409 3148 3579 2271 1887 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 140 224 453 41202 81721 57988 81587 57782 Pu /Ag (psi) 45 40 44 44 40 46 29 24 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.48 0.47 0.48 0.48 0.47 0.48 0.46 0.46 a (in) =(Ase*fy) / (0.85*fc*lw) 0.70 0.70 0.70 0.70 0.70 0.71 0.68 0.68 CU = C ULTIMATE = a /R 1 0.83 0.82 0.83 0.83 0.82 0.83 0.80 0.80 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 59.66 59.29 59.54 59.54 59.29 59.71 58.44 58.07 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 188 291 602 54759 106066 78278 98066 67229 Mn (lb-in) = Ase * fy* (d - a/2) 124623 123557 124281 124281 123557 124750 121129 120061 Cu /d 0.18 0.18 0.18 0.18 0.18 0.18 0.17 0.17 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 112160 111201 111853 111853 111201 112275 109016 108055 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 0% 0% 1% 49% 95% 70% 90% 62% POSITIVI �Mn > Mu ? ( OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = Panel 16 II II II II II II Q Q Q Q Q Q Wall Description = Peir 1 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 2762 2524 2524 2643 2762 2762 Applied Moment at Mid Ht = Msa (lb-in/ft) 308 48998 40495 49102 24757 40703 Ase (in2) = (Ps + As*fy)/fy 0.48 0.48 0.48 0.48 0.48 0.48 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.297 0.297 0.297 0.297 0.297 0.297 CE = C ELASTIC = k * d 1.39 1.39 1.39 1.39 1.39 1.39 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 53.10 52.75 52.75 52.93 53.10 53.10 Mi = Msa (lb-in) 308 48998 40495 49102 24757 40703 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 174 268 174 275 265 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 319 51413 41771 51653 25592 42129 le2 (in4) 275 158 249 157 275 244 M3 (lb-in) 319 51677 41872 51947 25592 42255 le3 (in4) 275 156 247 155 275 242 M4 (lb-in) 319 51706 41880 51980 25592 42266 le4 (in4) 275 156 247 155 275 242 M5 (lb-in) 319 51709 41881 51984 25592 42267 le5 (in4) 275 156 247 155 275 242 M6 (lb-in) 319 51709 41881 51985 25592 42267 le6 (in4) 275 156 247 155 275 242 M7 (lb-in) 319 51709 41881 51985 25592 42267 lei (in4) 275 156 247 155 275 242 e c/ 150 (in) 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.00 1.07 0.55 1.09 0.30 E+S is N/A OK OK OK OK OK Page 110 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = Panel 16 Wall Description = Peir 1 Wall Ht= 27.91667 ft Wall Weight at Mid Height b = 6.333333 ft Wt of Concrete= 150 pcf c = 7.166667 ft Wall Thickness= 7.25 in. e = 3.50 ft Concentric Load= 1145 plf d = 20.75 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 3.166667 ft a = b/2 Roof Weight Joist Span= 10 feet Dead Load= 12 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 114.28571 plf r equiv SL = 238.09524 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 36.6 psf P seismic= 27.6 psf P wind equiv= 69.7 psf P seismic equiv= 49.4 psf Page 111 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = Panel 16 OHj B] L _.� Wall Description = Peir 2 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.91666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.91666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 5.33 i Number of Bars Ea Face (or at Center) of Pier 8.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 8" o.c. H = Soil Load Max Deflection L 1334 E = Seismic Load (Ultimate) Li % of Flexural Capacity 91% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 1502 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 131.25 D = 19 D = 10 Snow- S (plf) 273.4375 S = 40 S = 20 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 56.2 E = 5472 Wind - W (psf) 67.6 W = 6585 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 2898 Dead - D (lb-ft/ft) 10 Snow- S (plf) 273 Snow- S (lb-ft/ft) 20 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 5472 Wind - W (lb-ft/ft) 6585 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 112 of 352 Wall Parameters Wall Height Between Supports (ft) 27.9166667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.9166667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 8 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.46 (This is the area of tension steel only) Total As in Pier (in 2) 0.46 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 1.50 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0106 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK IV ert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK 7 ' p 0.0082 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 335 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.23333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = Panel 16 Wall Description = Peir 2 Page 113 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 4058 3615 3916 3916 3615 4111 2609 2167 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 161 257 521 40030 79275 65985 79121 65748 Pu /Ag (psi) 52 46 50 50 46 53 33 28 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.51 0.50 0.51 0.51 0.50 0.51 0.49 0.49 a (in) =(Ase*fy) / (0.85*fc*lw) 0.75 0.74 0.74 0.74 0.74 0.75 0.72 0.71 CU = C ULTIMATE = a /R 1 0.88 0.87 0.87 0.87 0.87 0.88 0.85 0.84 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 61.92 61.51 61.79 61.79 61.51 61.97 60.58 60.17 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 224 345 717 55136 106277 92520 97221 77879 Mn (lb-in) = Ase * fy* (d - a/2) 131273 130062 130885 130885 130062 131418 127300 126086 Cu /d 0.19 0.19 0.19 0.19 0.19 0.19 0.18 0.18 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 118146 117055 117796 117796 117055 118276 114570 113478 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 0% 0% 1% 47% 91% 78% 85% 69% POSITIVI �Mn > Mu ? ( OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = Panel 16 II II II II II II Q Q Q Q Q Q Wall Description = Peir 2 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 3172 2898 2898 3035 3172 3172 Applied Moment at Mid Ht = Msa (lb-in/ft) 354 47526 46079 47645 24059 46318 Ase (in2) = (Ps + As*fy)/fy 0.51 0.51 0.51 0.51 0.51 0.51 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.303 0.303 0.303 0.303 0.303 0.303 CE = C ELASTIC = k * d 1.42 1.42 1.42 1.42 1.42 1.42 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 55.52 55.13 55.13 55.32 55.52 55.52 Mi = Msa (lb-in) 354 47526 46079 47645 24059 46318 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 187 200 186 275 198 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 368 50043 48356 50309 24996 48863 le2 (in4) 275 168 180 166 275 176 M3 (lb-in) 368 50344 48615 50644 24996 49185 le3 (in4) 275 166 178 164 275 174 M4 (lb-in) 368 50380 48645 50686 24996 49226 le4 (in4) 275 166 178 164 275 174 M5 (lb-in) 368 50384 48649 50692 24996 49231 le5 (in4) 275 166 178 164 275 174 M6 (lb-in) 368 50385 48649 50692 24996 49232 le6 (in4) 275 166 178 164 275 174 M7 (lb-in) 368 50385 48649 50692 24996 49232 lei (in4) 275 166 178 164 275 174 e c/ 150 (in) 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 2.2333333 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.00 0.99 0.89 1.00 0.30 E+S is N/A OK OK OK OK OK OK Page 114 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = Panel 16 Wall Description = Peir 2 Wall Ht= 27.91667 ft Wall Weight at Mid Height b = 12.66667 ft Wt of Concrete= 150 pcf c = 7.166667 ft Wall Thickness= 7.25 in. e = 5.33 ft Concentric Load= 1502 plf d = 20.75 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 6.333333 ft a = b/2 Roof Weight Joist Span= 10 feet Dead Load= 12 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 131.25 plf r equiv SL = 273.4375 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 30.9 psf P seismic= 27.6 psf P wind equiv= 67.6 psf P seismic equiv= 56.2 psf Page 115 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = Panel 18 OHj B] L _.� Wall Description = Bearing Mandoor See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.66666667 concentrated forces WE Total Wall Ht w/Parapet(ft) 27.66666667 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 21.67 i Number of Bars Ea Face (or at 21.67 Center) of Pier i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (1) Layer Lr = Roof Live Load Reinforcement #6 Rebar @ L = Occupancy Live Load 12" o.c. H = Soil Load Max Deflection L/ 1097 E = Seismic Load (Ultimate) Li % of Flexural Capacity 99% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 193 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 1.75 MTOP Dead - D (plf) 432.6923077 D = 63 D = 32 Snow- S (plf) 721.1538462 S = 105 S = 53 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 31.3 E = 2993 Wind - W (psf) 35.7 W = 3411 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 1879 Dead - D (lb-ft/ft) 32 Snow- S (plf) 721 Snow- S (lb-ft/ft) 53 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 2993 Wind - W (lb-ft/ft) 3411 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 116 of 352 Wall Parameters Wall Height Between Supports (ft) 27.6666667 (Not including parapet) Parapet Height (ft) 0 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 27.6666667 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 1 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 6 0.44 in2 0.75 in But in many cases is still Vert Rebar o.c. Spacing (in) 12 1 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.44 (This is the area of tension steel only) Total As in Pier (in 2) 0.44 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 1.00 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? NO Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 3.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0051 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.12 OK IV ert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.13 OK 7 ' p 0.0113 As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 332 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.21333333 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = Panel 18 Wall Description = Bearing Mandoor Page 117 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 2631 2616 3409 3409 2616 3046 1691 1405 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 530 770 1464 21932 41706 36868 41277 36198 Pu /Ag (psi) 34 34 44 44 34 39 22 18 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.49 0.49 0.50 0.50 0.49 0.49 0.47 0.47 a (in) =(Ase*fy) / (0.85*fc*lw) 0.71 0.71 0.73 0.73 0.71 0.72 0.69 0.68 CU = C ULTIMATE = a /R 1 0.84 0.84 0.86 0.86 0.84 0.85 0.81 0.80 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 25.06 25.05 25.43 25.43 25.05 25.26 24.60 24.46 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 956 1383 3399 50922 74928 75568 58296 47879 Mn (lb-in) = Ase * fy* (d - a/2) 84294 84255 86260 86260 84255 85344 81901 81168 Cu /d 0.26 0.26 0.27 0.27 0.26 0.26 0.25 0.25 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 75865 75830 77634 77634 75830 76810 73711 73051 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 1% 2% 4% 66% 99% 98% 79% 66% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = Panel 18 II II II II II II Q Q Q Q Q Q Wall Description = Bearing N D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 2600 1879 1879 2240 2600 2600 Applied Moment at Mid Ht = Msa (lb-in/ft) 1010 24941 25519 25256 13291 26150 Ase (in2) = (Ps + As*fy)/fy 0.49 0.47 0.47 0.48 0.49 0.49 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.345 0.345 0.345 0.345 0.345 0.345 CE = CELASTIC = k * d 1.12 1.12 1.12 1.12 1.12 1.12 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 23.32 22.88 22.88 23.10 23.32 23.32 Mi = Msa (lb-in) 1010 24941 25519 25256 13291 26150 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 275 275 275 275 275 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 1041 25496 26087 25930 13704 26963 le2 (in4) 275 275 275 275 275 275 M3 (lb-in) 1041 25496 26087 25930 13704 26963 le3 (in4) 275 275 275 275 275 275 M4 (lb-in) 1041 25496 26087 25930 13704 26963 le4 (in4) 275 275 275 275 275 275 M5 (lb-in) 1041 25496 26087 25930 13704 26963 le5 (in4) 275 275 275 275 275 275 M6 (lb-in) 1041 25496 26087 25930 13704 26963 le6 (in4) 275 275 275 275 275 275 M7 (lb-in) 1041 25496 26087 25930 13704 26963 le7 (in4) 275 275 275 275 275 275 e c/ 150 (in) 2.2133333 2.2133333 2.2133333 2.2133333 2.2133333 2.2133333 As (in) _ (5 * M7* Lc2) / (48 * Ec * le7) 0.01 0.30 0.30 0.30 0.16 E+S is N/A OK OK OK OK OK Page 118 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = Panel 18 Wall Description = Bearing Mandoor Wall Ht= 27.66667 ft Wall Weight at Mid Height b = 6.666667 ft Wt of Concrete= 150 pcf c = 7.166667 ft Wall Thickness= 7.25 in. e = 21.67 ft Concentric Load= 193 plf d = 20.5 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 3.333333 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 1.75 inch equiv DL = 432.69231 plf r equiv SL = 721.15385 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 30.9 psf P seismic= 27.6 psf P wind equiv= 35.7 psf P seismic equiv= 31.3 psf Page 119 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 27 OHj B] L _.� Wall Description = PIER 1 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 28.33333333 concentrated forces WE Total Wall Ht w/Parapet(ft) 32 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 3.50 i Number of Bars Ea Face (or at Center) of Pier 6.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 7" o.c. H = Soil Load Max Deflection L 1229 E = Seismic Load (Ultimate) Li % of Flexural Capacity 98% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 1847 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 6.125 MTOP Dead - D (plf) 803.5714286 D = 410 D = 205 Snow- S (plf) 1339.285714 S = 684 S = 342 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 43.9 E = 4407 Wind - W (psf) 64.5 W = 6472 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 4267 Dead - D (lb-ft/ft) 205 Snow- S (plf) 1339 Snow- S (lb-ft/ft) 342 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 4407 Wind - W (lb-ft/ft) 6472 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 120 of 352 Wall Parameters Wall Height Between Supports (ft) 28.3333333 (Not including parapet) Parapet Height (ft) 3.66666667 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 32 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 7 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.53 (This is the area of tension steel only) Total As in Pier (in 2) 0.53 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 1.71 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0121 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0094 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 340 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.26666667 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 27 Wall Description = PIER 1 Page 121 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 5973 5790 7263 7263 5790 6707 3840 3191 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 3445 5004 9516 48350 82673 59083 79884 54724 Pu /Ag (psi) 77 74 93 93 74 86 49 41 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.59 0.59 0.61 0.61 0.59 0.60 0.57 0.56 a (in) =(Ase*fy) / (0.85*fc*lw) 0.87 0.87 0.90 0.90 0.87 0.89 0.84 0.83 CU = C ULTIMATE = a /R 1 1.03 1.03 1.06 1.06 1.03 1.04 0.99 0.97 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 68.41 68.26 69.43 69.43 68.26 68.99 66.68 66.14 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 5638 8041 17816 90526 132858 104194 107442 69700 Mn (lb-in) = Ase * fy* (d - a/2) 151717 151231 155116 155116 151231 153653 146051 144315 Cu /d 0.22 0.22 0.23 0.23 0.22 0.22 0.21 0.21 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 136545 136108 139604 139604 136108 138287 131446 129884 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 4% 6% 13% 65% 98% 75% 82% 54% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 2 II II II II II II Q Q Q Q Q Q Wall Description = PIER 1 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 5606 4267 4267 4936 5606 5606 Applied Moment at Mid Ht = Msa (lb-in/ft) 6563 49062 39480 51113 29863 43581 Ase (in2) = (Ps + As*fy)/fy 0.62 0.60 0.60 0.61 0.62 0.62 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.320 0.320 0.320 0.320 0.320 0.320 CE = C ELASTIC = k * d 1.50 1.50 1.50 1.50 1.50 1.50 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 64.13 62.30 62.30 63.21 64.13 64.13 Mi = Msa (lb-in) 6563 49062 39480 51113 29863 43581 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 178 275 165 275 228 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 7043 53331 41641 56782 32048 47483 le2 (in4) 275 152 252 138 275 191 M3 (lb-in) 7043 54122 41850 58073 32048 48325 le3 (in4) 275 149 249 133 275 184 M4 (lb-in) 7043 54269 41878 58364 32048 48512 le4 (in4) 275 148 248 132 275 183 M5 (lb-in) 7043 54296 41882 58429 32048 48553 le5 (in4) 275 148 248 131 275 183 M6 (lb-in) 7043 54301 41883 58443 32048 48563 le6 (in4) 275 148 248 131 275 182 M7 (lb-in) 7043 54302 41883 58447 32048 48565 lei (in4) 275 148 248 131 275 182 e c/ 150 (in) 2.2666667 2.2666667 2.2666667 2.2666667 2.2666667 2.2666667 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.09 1.23 0.56 1.49 0.39 E+S is N/A OK OK OK OK OK OK Page 122 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 27 Wall Description = PIER 1 Wall Ht= 28.33333 ft Wall Weight at Mid Height b = 8 ft Wt of Concrete= 150 pcf c = 15 ft Wall Thickness= 7.25 in. e = 3.50 ft Concentric Load= 1847 plf d = 13.33333 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 4 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 6.125 inch equiv DL = 803.57143 plf r equiv SL = 1339.2857 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 30.1 psf P seismic= 27.6 psf P wind equiv= 64.5 psf P seismic equiv= 43.9 psf Page 123 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 27 OHj B] L _.� Wall Description = PIER 2 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 28.33333333 concentrated forces WE Total Wall Ht w/Parapet(ft) 32 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 2.86 i Number of Bars Ea Face (or at Center) of Pier 6.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 6" o.c. H = Soil Load Max Deflection L 1169 E = Seismic Load (Ultimate) Li % of Flexural Capacity 92% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 2257 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 6.125 MTOP Dead - D (plf) 898.6363636 D = 459 D = 229 Snow- S (plf) 1497.727273 S = 764 S = 382 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 47.5 E = 4770 Wind - W (psf) 72.1 W = 7238 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 4772 Dead - D (lb-ft/ft) 229 Snow- S (plf) 1498 Snow- S (lb-ft/ft) 382 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 4770 Wind - W (lb-ft/ft) 7238 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 124 of 352 Wall Parameters Wall Height Between Supports (ft) 28.3333333 (Not including parapet) Parapet Height (ft) 3.66666667 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 32 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 5.72916667 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.64 (This is the area of tension steel only) Total As in Pier (in 2) 0.64 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 2.09 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0148 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0114 As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 340 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.26666667 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 27 Wall Description = PIER 2 Page 125 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 6680 6475 8122 8122 6475 7500 4294 3568 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 3853 5596 10641 54070 92453 64178 89334 59304 Pu /Ag (psi) 86 83 104 104 83 96 55 46 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in 2) = (Pu(h/2d) + As*fy) /fy 0.72 0.72 0.74 0.74 0.72 0.73 0.69 0.68 a (in) =(Ase*fy) / (0.85*fc*lw) 1.06 1.06 1.08 1.08 1.06 1.07 1.02 1.01 CU = C ULTIMATE = a /R 1 1.25 1.24 1.27 1.27 1.24 1.26 1.20 1.18 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 76.33 76.19 77.30 77.30 76.19 76.88 74.69 74.18 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 6314 9003 20002 101630 148749 113485 120083 75472 Mn (lb-in) = Ase * fy* (d - a/2) 179584 179067 183200 183200 179067 181644 173548 171697 Cu /d 0.27 0.26 0.27 0.27 0.26 0.27 0.26 0.25 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 161626 161160 164880 164880 161160 163480 156193 154527 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 4% 6% 12% 62% 92% 69% 77% 49% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 2 II II II II II II Q Q Q Q Q Q Wall Description = PIER 2 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 6269 4772 4772 5520 6269 6269 Applied Moment at Mid Ht = Msa (lb-in/ft) 7339 54866 42824 57160 33396 47411 Ase (in 2) = (Ps + As*fy)/fy 0.75 0.72 0.72 0.73 0.75 0.75 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.347 0.347 0.347 0.347 0.347 0.347 CE = C ELASTIC = k * d 1.62 1.62 1.62 1.62 1.62 1.62 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 73.53 71.65 71.65 72.59 73.53 73.53 Mi = Msa (lb-in) 7339 54866 42824 57160 33396 47411 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 151 238 142 275 195 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 7945 61351 45897 65673 36153 53114 le2 (in4) 275 128 207 119 275 160 M3 (lb-in) 7945 62653 46400 67691 36153 54553 le3 (in4) 275 125 202 115 275 153 M4 (lb-in) 7945 62900 46483 68128 36153 54913 le4 (in4) 275 124 202 114 275 152 M5 (lb-in) 7945 62946 46497 68220 36153 55002 le5 (in4) 275 124 202 114 275 151 M6 (lb-in) 7945 62955 46499 68240 36153 55024 le6 (in4) 275 124 202 114 275 151 M7 (lb-in) 7945 62956 46499 68244 36153 55029 lei (in4) 275 124 202 114 275 151 e c/ 150 (in) 2.2666667 2.2666667 2.2666667 2.2666667 2.2666667 2.2666667 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.10 1.70 0.77 2.01 0.44 E+S is N/A OK OK OK OK OK OK Page 126 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 27 Wall Description = PIER 2 Wall Ht= 28.33333 ft Wall Weight at Mid Height b = 8 ft Wt of Concrete= 150 pcf c = 15 ft Wall Thickness= 7.25 in. e = 2.86 ft Concentric Load= 2257 plf d = 13.33333 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 4 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 15 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 6.125 inch equiv DL = 898.63636 plf r equiv SL = 1497.7273 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 30.1 psf P seismic= 27.6 psf P wind equiv= 72.1 psf P seismic equiv= 47.5 psf Page 127 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 29 OHj B] L _.� Wall Description = PIER 1 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 28.33333333 concentrated forces WE Total Wall Ht w/Parapet(ft) 32 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 7.00 i Number of Bars Ea Face (or at 12.00 Center) of Pier i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 7" o.c. H = Soil Load Max Deflection L 1309 E = Seismic Load (Ultimate) Li % of Flexural Capacity 96% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 2151 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 6.125 MTOP Dead - D (plf) 835.8035714 D = 427 D = 213 Snow- S (plf) 1392.678571 S = 711 S = 355 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 248 0 D = 124 the top and bottom of the wall can Snow- S (lb-ft/ft) 413 0 S = 206 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 51.1 E = 5130 Wind - W (psf) 53.6 W = 5381 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 4603 Dead - D (lb-ft/ft) 337 Snow- S (plf) 1393 Snow- S (lb-ft/ft) 562 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 5130 Wind - W (lb-ft/ft) 5381 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 128 of 352 Wall Parameters Wall Height Between Supports (ft) 28.3333333 (Not including parapet) Parapet Height (ft) 3.66666667 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 32 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 7 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.53 (This is the area of tension steel only) Total As in Pier (in 2) 0.53 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 1.71 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0121 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0094 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 340 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.26666667 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 29 Wall Description = PIER 1 Page 129 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 6444 6219 7751 7751 6219 7198 4142 3442 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 5663 8224 15638 47924 72797 71752 68214 64589 Pu /Ag (psi) 83 80 99 99 80 92 53 44 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.60 0.60 0.62 0.62 0.60 0.61 0.57 0.57 a (in) =(Ase*fy) / (0.85*fc*lw) 0.88 0.88 0.91 0.91 0.88 0.90 0.84 0.83 CU = C ULTIMATE = a /R 1 1.04 1.03 1.06 1.06 1.03 1.05 0.99 0.98 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 68.78 68.61 69.81 69.81 68.61 69.38 66.93 66.35 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 9716 13792 30937 94811 122090 133393 94173 83996 Mn (lb-in) = Ase * fy* (d - a/2) 152958 152367 156398 156398 152367 154946 146857 144987 Cu /d 0.22 0.22 0.23 0.23 0.22 0.22 0.21 0.21 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 137662 137130 140758 140758 137130 139452 132171 130488 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 7% 10% 22% 67% 89% 96% 71% 64% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 2 II II II II II II Q Q Q Q Q Q Wall Description = PIER 1 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 5995 4603 4603 5299 5995 5995 Applied Moment at Mid Ht = Msa (lb-in/ft) 10785 42789 47140 46159 30157 53880 Ase (in2) = (Ps + As*fy)/fy 0.63 0.60 0.60 0.61 0.63 0.63 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.320 0.320 0.320 0.320 0.320 0.320 CE = C ELASTIC = k * d 1.50 1.50 1.50 1.50 1.50 1.50 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 64.66 62.76 62.76 63.71 64.66 64.66 Mi = Msa (lb-in) 10785 42789 47140 46159 30157 53880 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 237 193 202 275 151 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 11633 45758 51220 50596 32529 62112 le2 (in4) 275 205 164 169 275 121 M3 (lb-in) 11633 46255 52007 51574 32529 64557 le3 (in4) 275 201 160 163 275 115 M4 (lb-in) 11633 46340 52160 51793 32529 65252 le4 (in4) 275 200 159 161 275 113 M5 (lb-in) 11633 46354 52189 51842 32529 65445 le5 (in4) 275 200 159 161 275 113 M6 (lb-in) 11633 46357 52195 51853 32529 65499 le6 (in4) 275 200 159 161 275 113 M7 (lb-in) 11633 46357 52196 51855 32529 65514 lei (in4) 275 200 159 161 275 113 e c/ 150 (in) 2.2666667 2.2666667 2.2666667 2.2666667 2.2666667 2.2666667 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.14 0.78 1.10 1.08 0.40 E+S is N/A OK OK OK OK OK OK OK Page 130 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 29 Wall Description = PIER 1 Wall Ht= 28.33333 ft Wall Weight at Mid Height b = 13.5 ft Wt of Concrete= 207 pcf c = 18 ft Wall Thickness= 7.25 in. e = 7.00 ft Concentric Load= 2151 plf d = 10.33333 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 6.75 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 17.02 psf d Snow Load= 28.36 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 6.125 inch equiv DL = 835.80357 plf r equiv SL = 1392.6786 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 27.3 psf P seismic= 38.1 psf P wind equiv= 53.6 psf P seismic equiv= 51.1 psf Page 131 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 29 OHj B] L _.� Wall Description = PIER 2 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 28.33333333 concentrated forces WE Total Wall Ht w/Parapet(ft) 32 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 7.00 i Number of Bars Ea Face (or at 14.00 Center) of Pier i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 6" o.c. H = Soil Load Max Deflection L/238 E = Seismic Load (Ultimate) Li % of Flexural Capacity 97% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 2151 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 6.125 MTOP Dead - D (plf) 1420.669643 D = 725 D = 363 Snow- S (plf) 2367.455357 S = 1208 S = 604 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 248 0 D = 124 the top and bottom of the wall can Snow- S (lb-ft/ft) 413 0 S = 206 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 51.1 E = 5130 Wind - W (psf) 53.6 W = 5381 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 5187 Dead - D (lb-ft/ft) 486 Snow- S (plf) 2367 Snow- S (lb-ft/ft) 810 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 5130 Wind - W (lb-ft/ft) 5381 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 132 of 352 Wall Parameters Wall Height Between Supports (ft) 28.3333333 (Not including parapet) Parapet Height (ft) 3.66666667 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 32 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 6 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.61 (This is the area of tension steel only) Total As in Pier (in 2) 0.61 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 2.00 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0141 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0109 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 340 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.26666667 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 29 Wall Description = PIER 2 Page 133 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 7262 7409 10013 10013 7409 8672 4669 3879 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 8170 11866 22563 54850 76439 76264 69826 65929 Pu /Ag (psi) 93 95 128 128 95 111 60 50 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in 2) = (Pu(h/2d) + As*fy) /fy 0.70 0.70 0.73 0.73 0.70 0.71 0.67 0.66 a (in) =(Ase*fy) / (0.85*fc*lw) 1.03 1.03 1.07 1.07 1.03 1.05 0.98 0.97 CU = C ULTIMATE = a /R 1 1.21 1.21 1.26 1.26 1.21 1.23 1.15 1.14 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 75.01 75.11 76.89 76.89 75.11 75.98 73.17 72.60 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 14364 21162 53724 130598 136325 155103 97543 86517 Mn (lb-in) = Ase * fy* (d - a/2) 174712 175083 181650 181650 175083 178278 168087 166055 Cu /d 0.26 0.26 0.27 0.27 0.26 0.26 0.25 0.24 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 157241 157575 163485 163485 157575 160450 151278 149449 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 9% 13% 33% 80% 87% 97% 64% 58% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 2 II II II II II II Q Q Q Q Q Q Wall Description = PIER 2 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 7555 5187 5187 6371 7555 7555 Applied Moment at Mid Ht = Msa (lb-in/ft) 15561 44580 48931 49443 34933 58656 Ase (in 2) = (Ps + As*fy)/fy 0.74 0.70 0.70 0.72 0.74 0.74 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.340 0.340 0.340 0.340 0.340 0.340 CE = C ELASTIC = k * d 1.60 1.60 1.60 1.60 1.60 1.60 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 73.12 70.09 70.09 71.61 73.12 73.12 Mi = Msa (lb-in) 15561 44580 48931 49443 34933 58656 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 219 183 180 275 137 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 17136 48415 54064 56082 38468 71851 le2 (in4) 275 186 153 146 275 108 M3 (lb-in) 17136 49155 55160 57898 38468 76519 le3 (in4) 275 181 149 139 275 102 M4 (lb-in) 17136 49300 55392 58384 38468 77918 le4 (in4) 275 180 148 137 275 101 M5 (lb-in) 17136 49328 55440 58512 38468 78310 le5 (in4) 275 180 147 137 275 100 M6 (lb-in) 17136 49334 55450 58546 38468 78417 le6 (in4) 275 180 147 137 275 100 M7 (lb-in) 17136 49335 55452 58555 38468 78446 lei (in4) 275 180 147 137 275 100 e c/ 150 (in) 2.2666667 2.2666667 2.2666667 2.2666667 2.2666667 2.2666667 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.21 0.92 1.26 1.43 0.47 E+S is N/A OK OK OK OK OK OK Page 134 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 29 Wall Description = PIER 2 Wall Ht= 28.33333 ft Wall Weight at Mid Height b = 13.5 ft Wt of Concrete= 207 pcf c = 18 ft Wall Thickness= 7.25 in. e = 7.00 ft Concentric Load= 2151 plf d = 10.33333 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 6.75 ft a = b/2 Roof Weight Joist Span= 50 feet Dead Load= 28.93 psf d Snow Load= 48.21 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 6.125 inch equiv DL = 1420.6696 plf r equiv SL = 2367.4554 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 27.3 psf P seismic= 38.1 psf P wind equiv= 53.6 psf P seismic equiv= 51.1 psf Page 135 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 30 OHj B] L _.� Wall Description = PIER 1 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.75 concentrated forces WE Total Wall Ht w/Parapet(ft) 32 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 3.50 i Number of Bars Ea Face (or at Center) of Pier 8.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 5" o.c. H = Soil Load Max Deflection L 1157 E = Seismic Load (Ultimate) Li % of Flexural Capacity 88% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 2933 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 6.125 MTOP Dead - D (plf) 167.1428571 D = 85 D = 43 Snow- S (plf) 348.2142857 S = 178 S = 89 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 72.3 E = 6964 Wind - W (psf) 88.0 W = 8473 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 4743 Dead - D (lb-ft/ft) 43 Snow- S (plf) 348 Snow- S (lb-ft/ft) 89 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 6964 Wind - W (lb-ft/ft) 8473 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 136 of 352 Wall Parameters Wall Height Between Supports (ft) 27.75 (Not including parapet) Parapet Height (ft) 4.25 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 32 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 5.25 1 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.70 (This is the area of tension steel only) Total As in Pier (in 2) 0.70 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 2.29 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0161 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0125 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 333 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.22 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 30 Wall Description = PIER 1 Page 137 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 6640 5866 6249 6249 5866 6657 4269 3547 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 717 1147 2321 53161 102829 85009 102142 83953 Pu /Ag (psi) 85 75 80 80 75 85 55 45 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.78 0.77 0.77 0.77 0.77 0.78 0.75 0.74 a (in) =(Ase*fy) / (0.85*fc*lw) 1.14 1.13 1.14 1.14 1.13 1.14 1.10 1.09 CU = C ULTIMATE = a /R 1 1.35 1.33 1.34 1.34 1.33 1.35 1.30 1.28 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 79.63 79.14 79.38 79.38 79.14 79.64 78.10 77.63 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 1113 1679 3496 80096 150477 132226 133256 104314 Mn (lb-in) = Ase * fy* (d - a/2) 192104 190198 191142 191142 190198 192146 186245 184449 Cu /d 0.29 0.28 0.29 0.29 0.28 0.29 0.28 0.27 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 172894 171178 172028 172028 171178 172932 167621 166004 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 1% 1% 2% 47% 88% 76% 79% 63% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 3 II II II II II II Q Q Q Q Q Q Wall Description = PIER 1 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 5091 4743 4743 4917 5091 5091 Applied Moment at Mid Ht = Msa (lb-in/ft) 1578 61521 59011 62054 32083 60077 Ase (in2) = (Ps + As*fy)/fy 0.79 0.78 0.78 0.78 0.79 0.79 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.359 0.359 0.359 0.359 0.359 0.359 CE = C ELASTIC = k * d 1.68 1.68 1.68 1.68 1.68 1.68 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 76.16 75.74 75.74 75.95 76.16 76.16 Mi = Msa (lb-in) 1578 61521 59011 62054 32083 60077 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 131 138 129 275 135 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 1678 69612 66310 70650 34109 68328 le2 (in4) 275 114 120 112 275 116 M3 (lb-in) 1678 71012 67595 72188 34109 69886 le3 (in4) 275 112 117 110 275 114 M4 (lb-in) 1678 71228 67802 72432 34109 70151 le4 (in4) 275 111 117 110 275 113 M5 (lb-in) 1678 71261 67835 72470 34109 70195 le5 (in4) 275 111 117 110 275 113 M6 (lb-in) 1678 71266 67840 72476 34109 70202 le6 (in4) 275 111 117 110 275 113 M7 (lb-in) 1678 71267 67841 72477 34109 70203 le7 (in4) 275 111 117 110 275 113 e c/ 150 (in) 2.22 2.22 2.22 2.22 2.22 2.22 As (in) _ (5 * M7* Lc2) / (48 * Ec * le7) 0.02 2.05 1.86 2.12 0.40 E+S is N/A OK OK OK OK OK OK Page 138 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 30 Wall Description = PIER 1 Wall Ht= 27.75 ft Wall Weight at Mid Height b = 12.5 ft Wt of Concrete= 150 pcf c = 6 ft Wall Thickness= 7.25 in. e = 3.50 ft Concentric Load= 2933 plf d = 21.75 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 6.25 ft a = b/2 Roof Weight Joist Span= 10 feet Dead Load= 12 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 6.125 inch equiv DL = 167.14286 plf r equiv SL = 348.21429 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 31.6 psf P seismic= 27.6 psf P wind equiv= 88.0 psf P seismic equiv= 72.3 psf Page 139 of 352 Alternate Concrete Slender Wall Design (AC1318-11 Sect 14.8) If you need to make modifications to Job Name = GATEWAY Building B any other part of the spreadsheet besides the yellow cells the Job Number = 2170892.20 password is "save" Wall Type = PANEL 41 OHj B] L _.� Wall Description = PIER 1 See ACI 14.8.2.5 for We DESIGN SUMMARY distribution of Wall Ht Btwn Supports (ft) 27.75 concentrated forces WE Total Wall Ht w/Parapet(ft) 32 MT Total Wall Thickness (in) 7.25 e CL of Reveal Depth (in) 0.75 structural Structural Thickness (in) 6.5 thickness i Pier Width (ft) 3.50 i Number of Bars Ea Face (or at Center) of Pier 7.00 i D = Dead Load P Concrete Strength (psi) 4000 S = Snow Load (2) Layer Lr = Roof Live Load Reinforcement #5 Rebar @ L = Occupancy Live Load 6" o.c. H = Soil Load Max Deflection L 1164 E = Seismic Load (Ultimate) Li % of Flexural Capacity 96% W = Wind Load (2,� MB Hand Input Potential Hand Input OK Applied Loads Output S What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or"Lr") NO Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage live loads? (YES: f1 = 1.0, NO: f1 = 0.5) YES Do you have a roof config that prevents snow from shedding off the structure? (YES: f2 = 0.7, NO: f2 = 0.2) YES Is the design snow load less than or equal to 30 psf? 0.761 Seismic: Sds fi = 0.5 f2 = 0.7 Uniform Concentric Applied Loads (Wc) Dead - D (plf) 2757 (tributary wall weight at midheight) Snow- S (plf) 0 Roof Live - Lr (plf) 0 Occupancy Live - L (plf) 0 Soil - H (plf) 0 Uniform Eccentric Applied Loads (WE) Moment at Mid-Ht (lb-ft/ft) = 1/2 Moment at Top (lb-ft/ft) = WE* e Eccentricity (in) 6.125 MTOP Dead - D (plf) 160.7142857 D = 82 D = 41 Snow- S (plf) 334.8214286 S = 171 S = 85 Roof Live - Lr (plf) 0 Lr = 0 Lr= 0 Occupancy Live - L (plf) 0 L = 0 L = 0 Soil - H (plf) 0 H = 0 H = 0 Moment @ Mid-Ht (lb-ft/ft) = 1/2 Uniform Moments Applied (MTOP) (MBOT) (MTOP + MBOT) The uniform moments applied to Dead - D (lb-ft/ft) 0 0 D = 0 the top and bottom of the wall can Snow- S (lb-ft/ft) 0 0 S = 0 be used to model loads from a wall above or below, or to model Roof Live - Lr (lb-ft/ft) 0 0 Lr = 0 lateral parapet forces. Enter Occupancy Live - L (lb-ft/ft) 0 0 L = 0 positive numbers to increase the moment induced at the mid-height Soil - H (lb-ft/ft) 0 0 H = 0 of the wall being designed and Seismic (Ultimate) - E (lb-ft/ft) 0 0 E = 0 negative numbers to reduce the Wind - W (lb-ft/ft) 0 0 W = 0 moment. Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces that counteract other forces are not allowed to be factored and should be accounted for in hand calcs. Equivalent Uniform Lateral Applied Loads (P) Moment @Mid-Ht (lb-ft/ft) = 1/8 PL2 Seismic (Ultimate) - E (psf) 69.7 E = 6706 Wind - W (psf) 84.6 W = 8148 Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall Dead - D (plf) 4560 Dead - D (lb-ft/ft) 41 Snow- S (plf) 335 Snow- S (lb-ft/ft) 85 Roof Live - Lr (plf) 0 Roof Live - Lr (lb-ft/ft) 0 Occupancy Live - L (plf) 0 Occupancy Live - L (lb-ft/ft) 0 Soil - H (plf) 0 Soil - H (lb-ft/ft) 0 Seismic (Ultimate) - E (lb-ft/ft) 6706 Wind - W (lb-ft/ft) 8148 Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet automatically calcs wall self wt). P-A effects have not been accounted for. These forces can be overridden by entering your own mid-height axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1, f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being analyzed. Page 140 of 352 Wall Parameters Wall Height Between Supports (ft) 27.75 (Not including parapet) Parapet Height (ft) 4.25 (This is used to calc the self-weight of the wall only) Rebar Dia (in) A (in2 Total Wall Height (ft) 32 The width of the pier doesn't affect the structural 3 0.375 0.11 Concrete Strength f'c (psi) 4000 design since loads are input per linear foot. Pier 4 0.500 0.20 width is for your reference so you can track your Concrete Unit Weight (pcf) 150 calculations. This does calculate the actual number of 5 0.625 0.31 Rebar Yield Stress fy (psi) 60000 bars required within the pier width you input. 6 0.750 0.44 Per ACI 14.3.6 lateral ties Width of Pier Being Designed (ft) 1 (Width of pier, or enter 1 ft for analyzing unit width) 7 0.875 0.60 need not be provided Total Wall Thickness (in) 7.25 8 1.000 0.79 where vert reinf is not req'd as compression Depth of Reveal (in) 0.75 65 9 1.128 1.00 reinf. Thus walls Structural Thickness (in) 6.50 = Total Thk - Reveal Depth 10 1.270 1.27 designed using this (1) or (2) Layers of Reinf? 2 OK 11 1 1.410 1 1.56 method do not need to have confinement steel. Vert Rebar Size 5 0.31 in2 0.625 in But in many cases is still Vert Rebar o.c. Spacing (in) 6 advisable, particularly with 2 layers of rebar. As per foot (in 2/ft) 0.61 (This is the area of tension steel only) Total As in Pier (in 2) 0.61 (This is the area of tension steel only) Number of Bars within Pier (Ea Face) 2.00 ACI Min Cover Reqments: o Are You Providing Confinement Reinf? YES Exposed to Weather: #5 & Smaller- 1 1/2" Confinement Rebar Size 3 0.375 in #6 & Larger- 2" Conc Cover at Ext Side of Wall Exp to Weather/Earth (in) 1.125 Not Exposed to Weather: #11 & Smaller = 3/4" Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in) 0.75 Verify "d" with Min Depth to Tension Rebar = d (in) 4.7 (w/ 2 layers of rebar, d = Struc Width - Max Cover- Confine - 1/2 Vert�) hand calcs also Min Vertical Steel Ratio - pv min 0.0025 (pv min may be reduced if the shear force is low. See ACI 21.7.2) Actual Vertical Steel Ratio - pv 0.0141 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk) Min Tensile Flexural Reinf 1 = As min 1 (in2/ft) 0.18 OK i Vert Spcg i Min Tensile Flexural Reinf 2 = As min 2 (in 2/ft) 0.19 OK ' p 0.0109 = As per ft/ (12 * d) ; •_. _ d._ Struc Thk pmax = 0.6 pb = 0.6 * 0.85 * R 1 * fc/fy* 87000 / (87000 + fy) 0.0171 OK Ec (psi) 3604997 = 57000 * sgrt (fc) Es (psi) 29000000 • • • d n 8.0 = Es / Ec _ e w (in) 12 = 12" Ag (in2/ft) 78 = Struc Thk * 12 0.06 f'c (psi) 240 Pier Width = bw e c (in) 333 = Wall Ht * 12 01 0.85 Ig (in4/ft) 275 = 1/12 * 12 * Struc Thk3 fr (psi) 474 = 7.5 * sqrt (f'c) yt (in) 3.25 = Struc Thk/2 Mcr (lb-in) 40082 = fr* Ig /yt e c/ 150 (in) 2.22 OK Job Name = GATEWAY Building B Job Number= 2170892.2 Wall Type = PANEL 41 Wall Description = PIER 1 Page 141 of 352 (V U + L J = O L _ C-0 L J LO `- zz J J + + � W O + ++ W CD + (n (n + 2 O O J + + + L L 0 0 J_ J_ zz�J � Cfl CO Cfl >+ U) Cn r > N N + + + + O + 0 0 0 0 0 N 0 N N N N O) O II II II II II II II II Load Load Load Load Load Load Load Load *ASCE 7 IBC-2012 Combo Combo Combo Combo Combo Combo Combo Combo 12.4.2.3 16-1 16-2 16-3(a) 16-3(b) 16-4 16-5* 16-6 16-7* D 1.4 1.2 1.2 1.2 1.2 1.3522 0.9 0.7478 S 0 0.5 1.6 1.6 0.5 0.7 0 0 Lr 0 0 0 0 0 0 0 0 L 0 1.6 0.5 0 0.5 0.5 0 0 H 0 1.6 0 0 0 0 1.6 1.6 E 0 0 0 0 0 1.0 0 1.0 W 0 0 0 0.5 1 0 1 0 Factored Axial Load at Mid Ht = Pu (lb/ft) 6385 5640 6008 6008 5640 6401 4104 3410 Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 689 1103 2231 51116 98874 81851 98213 80836 Pu /Ag (psi) 82 72 77 77 72 82 53 44 Vert Stress at Mid-Ht Wall ok? Pu /Ag < 0.06 fc? OK OK OK OK OK OK OK OK OK Ase (in2) = (Pu(h/2d) + As*fy) /fy 0.69 0.68 0.68 0.68 0.68 0.69 0.66 0.65 a (in) =(Ase*fy) / (0.85*fc*lw) 1.01 1.00 1.00 1.00 1.00 1.01 0.97 0.96 CU = C ULTIMATE = a /R1 1.19 1.17 1.18 1.18 1.17 1.19 1.14 1.13 Icr u (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*ew*CU3 74.40 73.87 74.13 74.13 73.87 74.41 72.77 72.26 Mu (lb-in) = Mua / (1 - (5 * Pu * LC2)/(0.75 * 48 * Ec * Icr)) = 1088 1637 3413 78191 146736 129413 129395 101252 Mn (lb-in) = Ase * fy* (d - a/2) 172479 170577 171518 171518 170577 172520 166635 164845 Cu /d 0.25 0.25 0.25 0.25 0.25 0.25 0.24 0.24 = 0.23 + 0.25 /(Cu /d) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 �Mn (lb-in) 155231 153519 154367 154367 153519 155268 149972 148360 �Mn > Mcr ? OK OK OK OK OK OK OK OK OK Mu /�Mn 1% 1% 2% 51% 96% 83% 86% 68% POSITIVI �Mn > Mu ? OK OK OK OK OK OK OK OK OK N in U W L + M f� ti 3: + + + Job Name = GATEWA J J J J J J+ + + + + + Job Number = 2170892 Wall Type = PANEL 4 II II II II II II Q Q Q Q Q Q Wall Description = PIER 1 D 1 1 1 1 1 1 S 1 0 0 0.5 1 1 Lr 0 0 0 0 0 0 L 1 1 1 1 1 1 H 1 1 1 1 1 1 E 0 0 0.70 0 0 0.70 W 0 0.6 0 0.6 0.3 0 Axial Load at Mid Ht = Ps (lb/ft) 4895 4560 4560 4728 4895 4895 Applied Moment at Mid Ht = Msa (lb-in/ft) 1518 59154 56820 59667 30849 57845 Ase (in2) = (Ps + As*fy)/fy 0.70 0.69 0.69 0.69 0.70 0.70 k = Sqrt ((n*p)2+ 2*n*p) - n*p 0.340 0.340 0.340 0.340 0.340 0.340 CE = C ELASTIC = k * d 1.60 1.60 1.60 1.60 1.60 1.60 Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*ew*CE3 69.71 69.28 69.28 69.50 69.71 69.71 Mi = Msa (lb-in) 1518 59154 56820 59667 30849 57845 lei (in4) _ { (Mcr/ M)3 * Ig + (1-(Mcr/ M)3) * Icr E } < Ig 275 133 141 132 275 138 M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * lei)) 1610 66446 63370 67424 32717 65270 le2 (in4) 275 114 121 113 275 117 M3 (lb-in) 1610 67820 64606 68943 32717 66786 le3 (in4) 275 112 118 110 275 114 M4 (lb-in) 1610 68060 64826 69216 32717 67073 le4 (in4) 275 111 118 109 275 113 M5 (lb-in) 1610 68101 64864 69264 32717 67126 le5 (in4) 275 111 118 109 275 113 M6 (lb-in) 1610 68108 64871 69273 32717 67136 le6 (in4) 275 111 118 109 275 113 M7 (lb-in) 1610 68110 64872 69274 32717 67138 lei (in4) 275 111 118 109 275 113 e c/ 150 (in) 2.22 2.22 2.22 2.22 2.22 2.22 As (in) _ (5 * M7* Lc2) / (48 * Ec * lei) 0.02 1.96 1.77 2.03 0.38 E+S is N/A OK OK OK OK OK OK Page 142 of 352 Job Name = GATEWAY Building Job Number = 2170892.2 Wall Type = PANEL 41 Wall Description = PIER 1 Wall Ht= 27.75 ft Wall Weight at Mid Height b = 11.75 ft Wt of Concrete= 150 pcf c = 6 ft Wall Thickness= 7.25 in. e = 3.50 ft Concentric Load= 2757 plf d = 21.75 ft Seismic Fp=.4Sd*= 0.3044 Wp a = 5.875 ft a = b/2 Roof Weight Joist Span= 10 feet Dead Load= 12 psf d Snow Load= 25 psf I Live Roof= 0 psf + Live Floor= 0 psf eccentricity 6.125 inch equiv DL = 160.71429 plf r equiv SL = 334.82143 plf c equiv Lr= 0 plf equiv LL = 0 plf b e Equivalent Wind and Seismic Load P wind = 31.6 psf P seismic= 27.6 psf P wind equiv= 84.6 psf P seismic equiv= 69.7 psf Page 143 of 352 Project 4 "T&WA"-A Project No.— _ _ ❑ Page of � Subject Phone ❑ calculations Wlth/To Fax# ❑ Fax ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo CMI Engineers Structural Engineers 1.9'.V.z_ �r�u r a o 9N SrftG 1 P€�tl��► Landscape Architects L$• S.L.Z /-�ON —'rj��1 rye Srf�yc �ic ��ty16A, � Community Planners l�lL 's?nt7✓G�j D� J•S.S� C�fEUc �oi9,v�G -�a,NEL CdiVitl r5 / Land Surveyors N �o�.cys �.it Np�,o vw,v eN �!r�4� S�i�vl47y �►5 4 3!t!�J O ODOJ sHd�R� T�i'�'�7�"I� &4t"T IfF i�ONN .: i./5E 4440, 7"r Ivirtwv. It this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. Page 144 of 352 ��1N ElPage of W Project Project No. Subject Phone ❑ Calculations MIA IMM El Fax WithlTo Fax# O = ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers vV` —" n(D j 0 Landscape Architects Community Planners i 3 1 Land Surveyors b 2 p L/F E- t7 y� (77 ` 7 rZ370 w= eoo 2 CZ, SH��r�fBo�T .- �g2�t� fiZ37s� � s � fi l" 24 ZT A u Cn (o 74-*-/4,,t-r, s i �- Z S N 77- - 7 Gvi'di) i ENS b 0 ovx i4) S to � 0 �r, � �ti��S - lad°► i � o �tq 1ZY7 I Z3lS j5 411 ° �51+ If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. 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HAN YOU. 1r��6o I w 2 - Page146 of 352 ❑ Page of _, Project�t�tu[� �� Project No.�o 7�!qo2 9 Subject Phone ❑ Calculations With/To Fax# El Fax El Memorandum Hj = Memorandum ] L--A, Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo cola) Civil Engineers lT' �l pzfeC-'� oo Structural Engineers Landscape Architects i 1� l0) Community Planners y Land Surveyors 3� I � oS�d C � r � v f PW VIA", If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. //++ �� ,e.�1 �},, � � 1 Page 1 �52 Project t.o�16 W�`�1 "f7 }r✓ Project No. 2t JV�� ❑ Page of W Subject Phone ❑ Calculations With/To Fax# ❑ Fax Q = ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects 4 I Community Planners i Land Surveyors TIP all 01 MCI CT X. � r JL � w �5L If this does not meet with your understanding,please contact us In writing within seven days. THANK YOU. 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Page 154 of 352 z x 7 40 Be 8 39 ®3 i 38 i 4 i 98 135 8 i 01 33 36 �� i� �� 9 i �� i 8 30 3 28 @Q, 27 0 10 A O O . 09 155 O oil i� i 53 05 �� i- kl52 03 �� 159 O _ k:20S,F i- �� 143146 7tiylt, � 33 SK- 1 Apr 19, 2019 at 10:18 AM 2170892 Building B Shearwalls.r3d Page 1 Page 155 of 352 z x 6 �6 d 6 i 4r6 46 i 6 � 6 O }� <6 O O O O SK- 2 Apr 19, 2019 at 10:18 AM 2170892 Building B Shearwalls.r3d Page 2 Page 156 of 352 z x -337.51b/ft `\q, .51b/ft i i .� 37.5Ib/ft 3751b �� lx .51b/ft X i� 3751b/T Loads:BLC 1,DEAD SK- 3 Apr 19, 2019 at 10:19 AM 2170892 Building B Shearwalls.r3d Page 3 Page 157 of 352 z x -337.51b/ft I 51b/ft i i i 37.51b/ft 5001b lx .51b/ft 1 X O F -5001b/T Loads:BLC 3,ROOF LIVE SK- 4 Apr 19, 2019 at 10:19 AM 2170892 Building B Shearwalls.r3d Page 4 Page 158 of 352 z x -562.51b/ft `Wry .51b/ft i i .� 62.5Ib/ft 6251b �� lx .51b/ft X -6251b/T O C. Loads:BLC 4,SNOW SK- 5 Apr 19, 2019 at 10:19 AM 2170892 Building B Shearwalls.r3d Page 5 Page 159 of 352 z x 99.5721b/ft i .57 9 . i 9 .57 lb lx� . 361bft 99 . 19.1361b/ft i� 361b/ft O 133 O O O O O Loads:BLC 5,WIND SK- 6 Apr 19, 2019 at 10:19 AM 2170892 Building B Shearwalls.r3d Page 6 Page 160 of 352 z x 360.9951b/ft 4 6 i 3 .99 360 9 360.99 lb ��!� � . 391bft �� i � �i 32.8081b/ft i� 081b/ft x i O O O O O O Loads:BLC 6,SEISMIC SK- 7 Apr 19, 2019 at 10:19 AM 2170892 Building B Shearwalls.r3d Page 7 Page 161 of 352 Company Apr 19, 2019 11RISA Designer Checked eAM d Job Number Checked By. _ .IETsc <cohl�A,NY Model Name (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in A2) 9 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 36 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code -Al SC 14th(360-10):ASD Adjust Stiffness? Yes(Iterative) RISAConnection Code Al SC 14th(360-10):ASD Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS-15: ASD Wood Temperature < 100F Concrete Code ACI 318-14 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM 1-15: ASD - Building Stainless Steel Code Al SC 14th(360-10):ASD Adjust Stiffness? Yes(Iterative) RISA-3D Version 17.0.2 [Q:\...\...\20 STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 8 Page 162 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name (Global) Model Settings, Continued Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X(sec) Not Entered T Z (sec) Not Entered RX 5 RZ 5 Ct Exp. X .75 Ct Exp. Z .75 SD1 .437 SDS .762 S1 .413 TL sec 7 Risk Cat I or 11 Drift Cat Other Om Z 2 Om X 2 Cd Z 1 Cd X 1 Rho Z 1 Rho X 1 Concrete Properties Label E si G[ksil Nu Therm \1E..Den sit k/ft... f c[ksil Lambda Flex Steel[... Shear Stee... 1 Conc3000NW 3156 1372 .15 .6 .145 3 1 60 60 2 Conc3500NW 3409 1482 .15 .6 .145 IF 3.5 1 1 60 60 3 Conc4000NW 3644 1584 .15 .6 .145 4 1 60 60 4 Conc3000LW 2085 907 .15 .6 .11 3 .75 60 60 5 Conc3500LW 2252 979 .15 .6 .11 3.5 .75 60 60 6 Conc4000LW 2408 1047 .15 .6 .11 4 .75 60 60 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\N0N_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 9 Page 163 of 352 Company Apr 19, 2019 1RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Hot Rolled Steel Section Sets Label Shape Type Des i n List Material Des i n ...A rin2l lvv Fin4lIzz[in4l J Fin4l 1 JCIHIORDANGLE L6X4X6 Beam None A36 Gr.36 Typical 3.61 4.86 13.4 .177 2 W 16X26 W 16X26 Beam None A992 1 Typical 7.68 9.59 301 .262 3 W24X55 W24X55 Beam None A992 T ical 16.2 29.1 1350 1.18 Concrete Wall Panel Rebar Parameters Label Vert Bar...Max Vert... Min Vert Bar Space[in] Vert Bar...Horz Ba...Max Horz...Min Horz... Horz Ba...Grou ... 1 ISOLID PANEL WALL R... #6 F13 13 2 #5 16 16 2 2 WALL PEIR REIFORCI... #5 12 6 .5 #3 12 6 2 Concrete Wall Panel Cover Parameters Label Outer Bars Location Int Cover-z...Ext Cover Edge Cover...Transfer In Transfer... 1 SOLID PANEL WALL REINFORCING Vertical Centered 1 1 2 2 WALL PER REIFORCING Vertical Each Face 1 1 2 Joint Coordinates and Temperatures Label X t y t Z ft Tern P[F1 Detach From Dia ... 1 N 1 300 0 244.6667 0 2 N2 250 0 244.6667 0 3 N3 275.05 0 244.6667 0 4 N4 275.15 0 244.6667 0 5 N5 250.333 0 244.333 0 6 N6 250.333 0 220.05 0 7 N7 250.333 0 219.95 0 8 N8 250.333 0 194.4167 0 9 N9 249.95 0 194.667 0 10 N 10 200.05 0 194.667 0 11 N 11 225 0 194.667 0 12 N 12 225.1 0 194.667 0 13 N 13 199.95 0 194.667 0 14 N 14 175 0 194.667 0 15 N15 174.9 0 194.667 0 16 N 16 149.95 0 194.667 0 17 N 17 150.05 0 194.667 0 18 N 18 0 0 244.6667 0 19 N19 50 0 244.6667 0 20 N20 24.95 0 244.6667 0 21 N21 24.85 0 244.6667 0 22 N22 49.667 0 244.333 0 23 N23 49.667 0 220.05 0 24 N24 49.667 0 219.95 0 25 N25 50 0 194.667 0 26 N26 49.667 0 194.667 0 27 N27 99.95 0 194.667 0 28 N28 75 0 194.667 0 29 N29 74.9 0 194.667 0 30 N30 100.05 0 194.667 0 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 10 Page 164 of 352 Company Apr 19, 2019 RISA Designer 10:24 AM Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Coordinates and Temperatures (Continued) Label X ft Y ft Z ft Tern P rFIDetach From Dia ... 31 N31 125 0 194.667 0 32 N32 125.1 0 194.667 0 33 N33 .333 0 244.333 0 34 N34 .333 0 220.05 0 35 N35 .333 0 219.95 0 36 N36 .333 0 195.05 0 37 N37 .333 0 194.95 0 38 N38 .333 0 170.05 0 39 N39 .333 0 169.95 0 40 N40 .333 0 145.05 0 41 N41 .333 0 144.95 0 42 N42 .333 0 120.05 0 43 N43 .333 0 119.95 0 44 N44 .333 0 95.05 0 45 N45 .333 0 94.95 0 46 N46 .333 0 70.05 0 47 N47 .333 0 69.95 0 48 N48 .333 0 45.05 0 49 N49 299.667 0 244.333 0 50 N50 299.667 0 219.95 0 51 N51 299.667 0 195.05 0 52 N52 299.667 0 194.95 0 53 N53 299.667 0 170.05 0 54 N54 299.667 0 169.95 0 55 N55 299.667 0 145.05 0 56 N56 299.667 0 144.95 0 57 N57 299.667 0 120.05 0 58 N58 299.667 0 119.95 0 59 N59 299.667 0 95.05 0 60 N60 299.667 0 94.95 0 61 N61 299.667 0 70.05 0 62 N62 299.667 0 69.95 0 63 N63 299.667 0 45.05 0 64 N64 .333 0 44.95 0 65 N65 .333 0 30.6667 0 66 N66 8.333 0 .667 0 67 N67 8.333 0 14.95 0 68 N68 8.333 0 15.05 0 69 N69 8.333 0 29.9167 0 70 N70 0 0 30.25 0 71 N71 8.5833 0 30.25 0 72 N72 299.667 0 44.95 0 73 N73 299.667 0 30.6667 0 74 N74 290.167 0 .667 0 75 N75 290.167 0 14.95 0 76 N76 290.167 0 15.05 0 77 N77 290.167 0 29.9167 0 78 N78 300 0 30.25 0 79 N79 289.9167 0 30.25 0 80 N80 8 0 .333 0 81 N81 36.083 0 .333 0 82 N82 54.3958 0 .333 0 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 11 Page 165 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Coordinates and Temperatures (Continued) Label X IN Y ft Z ft Tern P rFIDetach From Dia ... 83 N83 99.95 0 .333 0 84 N84 75 0 .333 0 85 N85 74.9 0 .333 0 86 N86 100.05 0 .333 0 87 N87 114.783 0 .333 0 88 N88 185.167 0 .333 0 89 N89 199.95 0 .333 0 90 N90 200.05 0 .333 0 91 N91 224.95 0 .333 0 92 N92 225.05 0 .333 0 93 N93 245.5833 0 .333 0 94 N94 263.1667 0 .333 0 95 N95 300 27.4167 244.6667 0 96 N96 250 27.4167 244.6667 0 97 N97 275.05 27.4167 244.6667 0 98 N98 275.15 27.4167 244.6667 0 99 N99 250.333 27.4167 244.333 0 100 N 100 250.333 27.4167 220.05 0 101 N 101 250.333 27.4167 219.95 0 102 N 102 250.333 27.4167 194.4167 0 103 N 103 249.95 27.4167 194.667 0 104 N 104 200.05 27.4167 194.667 0 105 N 105 225 27.4167 194.667 0 106 N 106 225.1 27.4167 194.667 0 107 N 107 199.95 27.4167 194.667 0 108 N 108 175 27.4167 194.667 0 109 N 109 174.9 27.4167 194.667 0 110 N 110 149.95 27.4167 194.667 0 111 N 111 150.05 27.4167 194.667 0 112 N 112 0 27.4167 244.6667 0 113 N 113 50 27.4167 244.6667 0 114 N 114 24.95 27.4167 244.6667 0 115 N 115 24.85 27.4167 244.6667 0 116 N 116 49.667 27.4167 244.333 0 117 N 117 49.667 27.4167 220.05 0 118 N 118 49.667 27.4167 219.95 0 119 N 119 50 27.4167 194.667 0 120 N 120 49.667 27.4167 194.667 0 121 N 121 99.95 27.4167 194.667 0 122 N 122 75 27.4167 194.667 0 123 N 123 74.9 27.4167 194.667 0 124 N 124 100.05 27.4167 194.667 0 125 N 125 125 27.4167 194.667 0 126 N 126 125.1 27.4167 194.667 0 127 N 127 .333 27.4167 244.333 0 128 N 128 .333 27.4167 220.05 0 129 N 129 .333 27.4167 219.95 0 130 N 130 .333 27.4167 195.05 0 131 N 131 .333 27.4167 194.95 0 132 N 132 .333 27.4167 170.05 0 133 N 133 .333 27.4167 169.95 0 134 N 134 .333 27.4167 145.05 0 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 12 Page 166 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Coordinates and Temperatures (Continued) Label X ft Y ft Z ft Tern P rFIDetach From Dia ... 135 N 135 .333 27.4167 144.95 0 136 N 136 .333 27.4167 120.05 0 137 N 137 .333 27.4167 119.95 0 138 N 138 .333 27.4167 95.05 0 139 N 139 .333 27.4167 94.95 0 140 N 140 .333 27.4167 70.05 0 141 N 141 .333 27.4167 69.95 0 142 N 142 .333 27.4167 45.05 0 143 N 143 299.667 27.4167 244.333 0 144 N 144 299.667 27.4167 219.95 0 145 N 145 299.667 27.4167 195.05 0 146 N 146 299.667 27.4167 194.95 0 147 N 147 299.667 27.4167 170.05 0 148 N 148 299.667 27.4167 169.95 0 149 N 149 299.667 27.4167 145.05 0 150 N 150 299.667 27.4167 144.95 0 151 N 151 299.667 27.4167 120.05 0 152 N 152 299.667 27.4167 119.95 0 153 N 153 299.667 27.4167 95.05 0 154 N 154 299.667 27.4167 94.95 0 155 N 155 299.667 27.4167 70.05 0 156 N 156 299.667 27.4167 69.95 0 157 N 157 299.667 27.4167 45.05 0 158 N 158 .333 27.4167 44.95 0 159 N 159 .333 27.4167 30.6667 0 160 N 160 8.333 27.4167 .667 0 161 N 161 8.333 27.4167 14.95 0 162 N 162 8.333 27.4167 15.05 0 163 N 163 8.333 27.4167 29.9167 0 164 N 164 0 27.4167 30.25 0 165 N 165 8.5833 27.4167 30.25 0 166 N 166 299.667 27.4167 44.95 0 167 N 167 299.667 27.4167 30.6667 0 168 N 168 290.167 27.4167 .667 0 169 N 169 290.167 27.4167 14.95 0 170 N 170 290.167 27.4167 15.05 0 171 N 171 290.167 27.4167 29.9167 0 172 N 172 300 27.4167 30.25 0 173 N 173 289.9167 27.4167 30.25 0 174 N 174 8 27.4167 .333 0 175 N 175 36.083 27.4167 .333 0 176 N 176 54.3958 27.4167 .333 0 177 N 177 99.95 27.4167 .333 0 178 N 178 75 27.4167 .333 0 179 N 179 74.9 27.4167 .333 0 180 N 180 100.05 27.4167 .333 0 181 N 181 114.783 27.4167 .333 0 182 N 182 185.167 27.4167 .333 0 183 N 183 199.95 27.4167 .333 0 184 N 184 200.05 27.4167 .333 0 185 N 185 224.95 27.4167 .333 0 186 N 186 225.05 27.4167 .333 0 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 13 Page 167 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Coordinates and Temperatures (Continued) Label X ft Y ft Z ft Tern P rFIDetach From Dia ... 187 N 187 245.5833 27.4167 .333 0 188 N 188 263.1667 27.4167 .333 0 189 N 189 290.5 0 .333 0 190 N 190 290.5 27.4167 .333 0 191 N 191 299.667 0 220.05 0 192 N 192 299.667 27.4167 220.05 0 193 N 193 300 -3 244.6667 0 194 N 194 250 -3 244.6667 0 195 N 195 275.05 -3 244.6667 0 196 N 196 275.15 -3 244.6667 0 197 N 197 250.333 -3 244.333 0 198 N 198 250.333 -3 220.05 0 199 N 199 250.333 -4.75 219.95 0 200 N200 250.333 -4.75 194.4167 0 201 N201 249.95 -4.75 194.667 0 202 N202 200.05 -4.75 194.667 0 203 N203 225 -4.75 194.667 0 204 N204 225.1 -4.75 194.667 0 205 N205 199.95 -4.75 194.667 0 206 N206 175 -4.75 194.667 0 207 N207 174.9 -4.75 194.667 0 208 N208 149.95 -4.75 194.667 0 209 N209 150.05 -4.75 194.667 0 210 N210 0 -1 244.6667 0 211 N211 50 -2.75 244.6667 0 212 N212 24.95 -2.75 244.6667 0 213 N213 24.85 -1 244.6667 0 214 N214 49.667 -2.75 244.333 0 215 N215 49.667 -2.75 220.05 0 216 N216 49.667 -4.75 219.95 0 217 N217 50 -4.75 194.667 0 218 N218 49.667 -4.75 194.667 0 219 N219 99.95 -4.75 194.667 0 220 N220 75 -4.75 194.667 0 221 N221 74.9 -4.75 194.667 0 222 N222 100.05 -4.75 194.667 0 223 N223 125 -4.75 194.667 0 224 N224 125.1 -4.75 194.667 0 225 N225 .333 -1 244.333 0 226 N226 .333 -1 220.05 0 227 N227 .333 -1 219.95 0 228 N228 .333 -1 195.05 0 229 N229 .333 -1 194.95 0 230 N230 .333 -1 170.05 0 231 N231 .333 -1 169.95 0 232 N232 .333 -1 145.05 0 233 N233 .333 -1 144.95 0 234 N234 .333 -1 120.05 0 235 N235 .333 -1 119.95 0 236 N236 .333 -1 95.05 0 237 N237 .333 -1 94.95 0 238 N238 .333 -1 70.05 0 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 14 Page 168 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Coordinates and Temperatures (Continued) Label X ft Y ft Z ft Tern P rFIDetach From Dia ... 239 N239 .333 -1 69.95 0 240 N240 .333 -1 45.05 0 241 N241 299.667 -3 244.333 0 242 N242 299.667 -3 219.95 0 243 N243 299.667 -3 195.05 0 244 N244 299.667 -3 194.95 0 245 N245 299.667 -3 170.05 0 246 N246 299.667 -3 169.95 0 247 N247 299.667 -3 145.05 0 248 N248 299.667 -3 144.95 0 249 N249 299.667 -3 120.05 0 250 N250 299.667 -4 119.95 0 251 N251 299.667 -4 95.05 0 252 N252 299.667 -4 94.95 0 253 N253 299.667 -4 70.05 0 254 N254 299.667 -4 69.95 0 255 N255 299.667 -4 45.05 0 256 N256 .333 -1 44.95 0 257 N257 .333 -1 30.6667 0 258 N258 8.333 -1 .667 0 259 N259 8.333 -1 14.95 0 260 N260 8.333 -1 15.05 0 261 N261 8.333 -1 29.9167 0 262 N262 0 -1 30.25 0 263 N263 8.5833 -1 30.25 0 264 N264 299.667 -4 44.95 0 265 N265 299.667 -4 30.6667 0 266 N266 290.167 -2 .667 0 267 N267 290.167 -2 14.95 0 268 N268 290.167 -4 15.05 0 269 N269 290.167 -4 29.9167 0 270 N270 300 -4 30.25 0 271 N271 289.9167 -4 30.25 0 272 N272 8 -1 .333 0 273 N273 36.083 -1 .333 0 274 N274 54.3958 -1 .333 0 275 N275 99.95 -1 .333 0 276 N276 75 -1 .333 0 277 N277 74.9 -1 .333 0 278 N278 100.05 -1 .333 0 279 N279 114.783 -1 .333 0 280 N280 185.167 -1 .333 0 281 N281 199.95 -1 .333 0 282 N282 200.05 -1 .333 0 283 N283 224.95 -1 .333 0 284 N284 225.05 -2 .333 0 285 N285 245.5833 -2 .333 0 286 N286 263.1667 -2 .333 0 287 N381 290.5 -2 .333 0 288 N383 299.667 -3 220.05 0 289 N300 8.333 32 .667 0 290 N301 8.333 32 14.95 0 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 15 Page 169 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Coordinates and Temperatures (Continued) Label X ft Y ft Z ft Tern P rFIDetach From Dia ... 291 N302 8.333 32 15.05 0 292 N303 8.333 32 29.9167 0 293 N304 290.167 32 .667 0 294 N305 290.167 32 14.95 0 295 N306 290.167 32 15.05 0 296 N307 290.167 32 29.9167 0 297 N308 8 32 .333 0 298 N309 36.083 32 .333 0 299 N310 263.1667 32 .333 0 300 N312 290.5 32 .333 0 301 N301A 150 27.4167 .333 0 Joint Boundary Conditions Joint Label X /in Y /in Z[k/ini X Rot. k-ft/rad Y Rot. k-ft/ra Z Rot. k-ft/rad 1 N1 Et N2 IMF 3 N3 4 N4 5 N5 6 N6 7 N7 8 N8 9 N9 10 N10 11 N11 12 N12 13 N13 14 N14 15 N15 16 N16 17 N17 18 N18 19 N19 20 N20 21 N21 22 N22 23 N23 24 N24 25 N25 26 N26 27 N27 28 N28 29 N29 30 N30 31 N31 32 N32 33 N33 34 N34 35 N35 36 N36 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 16 Page 170 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Boundary Conditions (Continued) Joint Label X[k/in] Y [k/in] Z Win X Rot. k-ft/rad Y Rot. k-ft/ra Z Rot. k-fVrad 37 N37 38 N38 39 N39 40 N40 41 N41 42 N42 43 N43 44 N44 45 N45 46 N46 47 N47 48 N48 49 N49 50 N50 51 N51 52 N52 53 N53 54 N54 55 N55 56 N56 57 N57 58 N58 59 N59 60 N60 61 N61 62 N62 63 N63 64 N64 65 N65 66 N66 67 N67 68 N68 69 N69 70 N70 71 N71 72 N72 73 N73 74 N74 75 N75 76 N76 77 N77 78 N78 79 N79 80 N80 81 N81 82 N82 83 N83 84 N84 85 N85 86 N86 87 N87 88 N88 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 17 Page 171 of 352 Company Apr 19, 2019 IIIRISi4 Designer Checked Job Number Checkeded By.___ A NEMETSCHEK COMPANY Model Name Joint Boundary Conditions (Continued) Joint Label X[k/in] Y /in] Z Win X Rot. k-ft/rad Y Rot. k-ft/ra Z Rot. k-fVrad 89 N89 90 N90 91 N91 92 N92 93 N93 94 N94 95 N95 Reaction 96 N96 Reaction 97 N97 Reaction 98 N98 Reaction 99 N99 Reaction 100 N100 Reaction 101 N101 Reaction 102 N102 Reaction 103 N103 Reaction 104 N104 Reaction 105 N105 Reaction 106 N106 Reaction 107 N107 Reaction 108 N108 Reaction 109 N109 Reaction 110 N110 Reaction 111 N111 Reaction 112 N112 Reaction 113 N113 Reaction 114 N114 Reaction 115 N115 Reaction 116 N116 Reaction 117 N117 Reaction 118 N118 Reaction 119 N 119 Reaction 120 N120 Reaction 121 N121 Reaction 122 N122 Reaction 123 N123 Reaction 124 N124 Reaction 125 N125 Reaction 126 N126 Reaction 127 N127 Reaction 128 N128 Reaction 129 N129 Reaction 130 N130 Reaction 131 N131 Reaction 132 N132 Reaction 133 N133 Reaction 134 N134 Reaction 135 N135 Reaction 136 N136 Reaction 137 N137 Reaction 138 N138 Reaction 139 N139 Reaction 140 N140 Reaction RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 18 Page 172 of 352 Company Apr 19, 2019 IIIRISi4 Designer Checked Job Number Checkeded By.___ A NEMETSCHEK COMPANY Model Name Joint Boundary Conditions (Continued) Joint Label X[k/in] Y /in] Z Win X Rot. k-ft/rad Y Rot. k-ft/ra Z Rot. k-fVrad 141 N141 Reaction 142 N142 Reaction 143 N143 Reaction 144 N144 Reaction 145 N145 Reaction 146 N146 Reaction 147 N147 Reaction 148 N148 Reaction 149 N149 Reaction 150 N150 Reaction 151 N151 152 N152 153 N153 Reaction 154 N154 Reaction 155 N155 Reaction 156 N156 Reaction 157 N157 Reaction 158 N158 Reaction 159 N159 Reaction 160 N160 Reaction 161 N161 Reaction 162 N162 Reaction 163 N163 Reaction 164 N164 Reaction 165 N165 Reaction 166 N166 Reaction 167 N167 Reaction 168 N168 Reaction 169 N169 Reaction 170 N170 Reaction 171 N171 Reaction 172 N172 Reaction 173 N173 Reaction 174 N174 Reaction 175 N175 Reaction 176 N176 Reaction 177 N177 Reaction 178 N178 Reaction 179 N179 Reaction 180 N180 Reaction 181 N181 Reaction 182 N182 Reaction 183 N183 Reaction 184 N184 Reaction 185 N185 Reaction 186 N186 Reaction 187 N187 Reaction 188 N188 Reaction 189 N189 190 N190 Reaction 191 N191 192 N192 Reaction RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 19 Page 173 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Boundary Conditions (Continued) Joint Label X[k/in] Y[k/in] Z Win X Rot. k-ft/rad Y Rot. k-ft/ra Z Rot. k-fVrad 193 N193 Reaction Reaction Reaction 194 N194 Reaction Reaction Reaction 195 N195 Reaction Reaction Reaction 196 N196 Reaction Reaction Reaction 197 N197 Reaction Reaction Reaction 198 N198 Reaction Reaction Reaction 199 N199 Reaction Reaction Reaction 200 N200 Reaction Reaction Reaction 201 N201 Reaction Reaction Reaction 202 N202 Reaction Reaction Reaction 203 N203 Reaction Reaction Reaction 204 N204 Reaction Reaction Reaction 205 N205 Reaction Reaction Reaction 206 N206 Reaction Reaction Reaction 207 N207 Reaction Reaction Reaction 208 N208 Reaction Reaction Reaction 209 N209 Reaction Reaction Reaction 210 N210 Reaction Reaction Reaction 211 N211 Reaction Reaction Reaction 212 N212 Reaction Reaction Reaction 213 N213 Reaction Reaction Reaction 214 N214 Reaction Reaction Reaction 215 N215 Reaction Reaction Reaction 216 N216 Reaction Reaction Reaction 217 N217 Reaction Reaction Reaction 218 N218 Reaction Reaction Reaction 219 N219 Reaction Reaction Reaction 220 N220 Reaction Reaction Reaction 221 N221 Reaction Reaction Reaction 222 N222 Reaction Reaction Reaction 223 N223 Reaction Reaction Reaction 224 N224 Reaction Reaction Reaction 225 N225 Reaction Reaction Reaction 226 N226 Reaction Reaction Reaction 227 N227 Reaction Reaction Reaction 228 N228 Reaction Reaction Reaction 229 N229 Reaction Reaction Reaction 230 N230 Reaction Reaction Reaction 231 N231 Reaction Reaction Reaction 232 N232 Reaction Reaction Reaction 233 N233 Reaction Reaction Reaction 234 N234 Reaction Reaction Reaction 235 N235 Reaction Reaction Reaction 236 N236 Reaction Reaction Reaction 237 N237 Reaction Reaction Reaction 238 N238 Reaction Reaction Reaction 239 N239 Reaction Reaction Reaction 240 N240 Reaction Reaction Reaction 241 N241 Reaction Reaction Reaction 242 N242 Reaction Reaction Reaction 243 N243 Reaction Reaction Reaction 244 N244 Reaction Reaction Reaction RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 20 Page 174 of 352 Company Apr 19, 2019 IIIRISi4 Designer 10:24 Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Boundary Conditions (Continued) Joint Label X[k/in] Y[k/in] Z Win X Rot. k-ft/rad Y Rot. k-ft/ra Z Rot. k-fVrad 245 N245 Reaction Reaction Reaction 246 N246 Reaction Reaction Reaction 247 N247 Reaction Reaction Reaction 248 N248 Reaction Reaction Reaction 249 N249 Reaction Reaction Reaction 250 N250 Reaction Reaction Reaction 251 N251 Reaction Reaction Reaction 252 N252 Reaction Reaction Reaction 253 N253 Reaction Reaction Reaction 254 N254 Reaction Reaction Reaction 255 N255 Reaction Reaction Reaction 256 N256 Reaction Reaction Reaction 257 N257 Reaction Reaction Reaction 258 N258 Reaction Reaction Reaction 259 N259 Reaction Reaction Reaction 260 N260 Reaction Reaction Reaction 261 N261 Reaction Reaction Reaction 262 N262 Reaction Reaction Reaction 263 N263 Reaction Reaction Reaction 264 N264 Reaction Reaction Reaction 265 N265 Reaction Reaction Reaction 266 N266 Reaction Reaction Reaction 267 N267 Reaction Reaction Reaction 268 N268 Reaction Reaction Reaction 269 N269 Reaction Reaction Reaction 270 N270 Reaction Reaction Reaction 271 N271 Reaction Reaction Reaction 272 N272 Reaction Reaction Reaction 273 N273 Reaction Reaction Reaction 274 N274 Reaction Reaction Reaction 275 N275 Reaction Reaction Reaction 276 N276 Reaction Reaction Reaction 277 N277 Reaction Reaction Reaction 278 N278 Reaction Reaction Reaction 279 N279 Reaction Reaction Reaction 280 N280 Reaction Reaction Reaction 281 N281 Reaction Reaction Reaction 282 N282 Reaction Reaction Reaction 283 N283 Reaction Reaction Reaction 284 N284 Reaction Reaction Reaction 285 N285 Reaction Reaction Reaction 286 N286 Reaction Reaction Reaction 287 N381 Reaction Reaction Reaction 288 N383 Reaction Reaction Reaction 289 N300 290 N301 291 N302 292 N303 293 N304 294 N305 295 N306 296 N307 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 21 Page 175 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Boundary Conditions (Continued) Joint Label X[k/in] Y [k/in] Z Win X Rot. k-ft/rad Y Rot. k-ft/ra Z Rot. k-ft/rad 2971 N308 298 N309 299 N310 300 N312 301 N301A Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotat... Section/Shape Type Des i n List Material Des i n Rules 1 M1 N95 N96 180 CHORD ANGLE Beam None A36 Gr.36 TVpical 2 M2 N99 N102 180 CHORD ANGLE Beam None A36 Gr.36 Typical 3 M3 N103 N119 180 CHORD ANGLE Beam None A36 Gr.36 TVpical 4 M4 N120 N116 180 CHORD ANGLE Beam None A36 Gr.36 Typical 5 M5 N113 N112 180 CHORD ANGLE Beam None A36 Gr.36 TVpical 6 M6 N127 N142 180 CHORD ANGLE Beam None A36 Gr.36 Typical 7 M7 N142 N159 180 CHORD ANGLE Beam None A36 Gr.36 Typical 8 M8 N 175 N 176 W 16X26 Beam None A992 Typical 9 M9 N187 N188 W16X26 Beam None A992 Typical 10 M10 N181 N301 W24X55 Beam None A992 Typical 11 M11 N174 N1751 CHORD ANGLE Beam None A36 Gr.36 Typical 12 M12 N176 N1811 180 CHORD ANGLE Beam None A36 Gr.36 Typical 13 M13 N182 N1871 180 CHORD ANGLE Beam None A36 Gr.36 Typical 14 M14 N188 N190 CHORD ANGLE Beam None A36 Gr.36 TVpical 15 M15 N167 N157 180 CHORD ANGLE Beam None A36 Gr.36 Typical 16 M16 N157 N143 180 CHORD ANGLE Beam None A36 Gr.36 Typical 17 M17 N301 N182 W24X55 Beam None A992 Typical Hot Rolled Steel Design Parameters Label Shape Lenqth[ftl Lbyyrq Lbzz[ftj Lcomp topr..Lcomp bot ..L-tor ... Kyy Kzz Cb Functi... 1 M1 CHORD ANGLE 50 Lbyy Lateral 2 M2 CHORD ANGLE 49.916 Lbyy Lateral 3 M3 CHORD ANGLE 199.95 Lbyy Lateral 4 M4 CHORD ANGLE 49.666 Lbyy Lateral 5 M5 CHORD ANGLE 50 Lbyy Lateral 6 M6 CHORD ANGLE 199.283 Lbyy Lateral 7 M7 CHORD ANGLE 14.383 Lbyy Lateral 8 M8 W 16X26 18.313 Lbyy Lateral 9 M9 W 16X26 17.583 Lbyy Lateral 10 M10 W24X55 35.217 Lbyy Lateral 11 M11 CHORD ANGLE 28.083 Lbyy Lateral 12 M12 CHORD ANGLE 60.387 Lbyy Lateral 13 M13 CHORD ANGLE 60.416 Lbyy Lateral 14 M14 CHORD ANGLE 27.333 Lbyy Lateral 15 M15 CHORD ANGLE 14.383 Lbyy Lateral 16 M16 CHORD ANGLE 199.283 Lbyy Lateral 17 M17 W24X55 35.167 Lbyy Lateral RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 22 Page 176 of 352 Company Apr 19, 2019 1RISA Designer 10:24 AM Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Data Label A Joint B Joint C Joint D Joint Material Ty... Material Set Thickne... Des i n Rule Panel/SDacinci 1 I WP1 N1 N95 N98 N4 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A WP2 N3 N97 N96 N2 Concrete Conc40oo... 7.25 SOLID PANEL WALL R.. N/A 3 WP3 N5 N99 N100 N6 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 4 WP4 N7 N101 N102 N8 Concrete Conc40oo... 7.25 SOLID PANEL WALL R.. N/A 5 WP5 N9 N103 N106 N12 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 6 WP6 N11 N105 N104 N10 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 7 WP7 N13 N107 N108 N14 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 8 WP8 N15 N109 N111 N17 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 9 WP9 N16 N110 N126 N32 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 10 WP10 N31 N125 N124 N30 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 11 WP11 N27 N121 N122 N28 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 12 WP12 N29 N123 N119 N25 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 13 WP13 N26 N120 N118 N24 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 14 WP14 N23 N117 N116 N22 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 15 WP15 N19 N113 N114 N20 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 16 WP16 N21 N115 N112 N18 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 17 WP17 N33 N127 N128 N34 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 18 WP18 N35 N129 N130 N36 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 19 WP19 N37 N131 N132 N38 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 20 WP20 N39 N133 N134 N40 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 21 WP21 N41 N135 N136 N42 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 22 WP22 N43 N137 N138 N44 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 23 WP23 N45 N139 N140 N46 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 24 WP24 N47 N141 N142 N48 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 25 WP25 N64 N158 N159 N65 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 26 WP26 N70 N164 N165 N71 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 27 WP27 N69 N163 N162 N68 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 28 WP28 N67 N161 N160 N66 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 29 WP29 N80 N174 N175 N81 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 30 WP31 N82 N176 N179 N85 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 31 WP32 N84 N178 N177 N83 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 32 WP33 N86 N180 N181 N87 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 33 WP38 N88 N182 N183 N89 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 34 WP39 N90 N184 N185 N91 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 35 WP40 N92 N186 N187 N93 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 36 WP42 N94 N188 N190 N189 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 37 WP43 N74 N168 N169 N75 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 38 WP44 N76 N170 N171 N77 Concrete Conc4000... 12 WALL PEIR REIFORCI... N/A 39 WP45 N79 N173 N172 N78 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 40 WP46 N73 N167 N166 N72 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 41 WP47 N63 N157 N156 N62 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 42 WP48 N61 N155 N154 N60 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 43 WP49 N59 N153 N152 N58 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 44 WP50 N57 N151 N150 N56 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 45 WP51 N55 N149 N148 N54 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 46 WP52 N53 N147 N146 N52 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 47 WP53 N51 N145 N144 N50 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 48 WP54 N191 N192 N143 N49 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 49 WP49A N193 N1 N4 N196 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 50 WP50A N195 N3 N2 N194 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 51 WP51A N197 N5 N6 N198 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 23 Page 177 of 352 Company Apr 19, 2019 111RISi4 Designer 10:24 Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Data (Continued) Label A Joint B Joint C Joint D Joint Material Ty... Material Set Thickne... Design Rule Panel/S acin 52 WP52A N199 N7 N8 N200 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 53 WP53A N201 N9 N12 N204 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 54 WP54A N203 N11 N10 N202 Concrete Conc40oo... 7.25 SOLID PANEL WALL R... N/A 55 WP55 N205 N13 N14 N206 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 56 WP56 N207 N15 N17 N209 Concrete Conc40oo... 7.25 SOLID PANEL WALL R... N/A 57 WP57 N208 N16 N32 N224 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 58 WP58 N223 N31 N30 N222 Concrete Conc4o0o... 7.25 SOLID PANEL WALL R.. N/A 59 WP59 N219 N27 N28 N220 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 60 WP60 N221 N29 N25 N217 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 61 WP61 N218 N26 N24 N216 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 62 WP62 N215 N23 N22 N214 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 63 WP63 N211 N19 N20 N212 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 64 WP64 N213 N21 N18 N210 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 65 WP65 N225 N33 N34 N226 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 66 WP66 N227 N35 N36 N228 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 67 WP67 N229 N37 N38 N230 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 68 WP68 N231 N39 N40 N232 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 69 WP69 N233 N41 N42 N234 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 70 WP70 N235 N43 N44 N236 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 71 WP71 N237 N45 N46 N238 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 72 WP72 N239 N47 N48 N240 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 73 WP73 N256 N64 N65 N257 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 74 WP74 N262 N70 N71 N263 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 75 WP75 N261 N69 N68 N260 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 76 WP76 N259 N67 N66 N258 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 77 WP77 N272 N80 N81 N273 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 78 WP78 N274 N82 N85 N277 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 79 WP79 N276 N84 N83 N275 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 80 WP80 N278 N86 N87 N279 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 81 WP81 N280 N88 N89 N281 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 82 WP82 N282 N90 N91 N283 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 83 WP83 N284 N92 N93 N285 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 84 WP84 N286 N94 N189 N381 Concrete Conc40oo... 7.25 SOLID PANEL WALL R.. N/A 85 WP85 N266 N74 N75 N267 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 86 WP86 N268 N76 N77 N269 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 87 WP87 N271 N79 N78 N270 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 88 WP88 N265 N73 N72 N264 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 89 WP89 N255 N63 N62 N254 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 90 WP90 N253 N61 N60 N252 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 91 WP91 N251 N59 N58 N250 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 92 WP92 N249 N57 N56 N248 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 93 WP93 N247 N55 N54 N246 Concrete Conc4000... 7.25 SOLID PANEL WALL R., N/A 94 WP94 N245 N53 N52 N244 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 95 WP95 N243 N51 N50 N242 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 96 WP96 N383 N191 N49 N241 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 97 WP97 N163 N303 N302 N162 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 98 WP98 N161 N301 N300 N160 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 99 WP99 N174 N308 N309 N175 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 100 WP100 N188 N310 N312 N190 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 101 WP101 N168 N304 N305 N169 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A 102 WP102 N170 N306 N307 N171 Concrete Conc4000... 7.25 SOLID PANEL WALL R.. N/A RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 24 Page 178 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Advanced Data Label Seismic ... Design Method SSAF In-plane Icr Factor Out-plane Icr Factor K Cm In-..Cm 0...Inactive 1 WP1 I None N/A N/A WP2 None N/A N/A 3 WP3 None N/A N/A 4 WP4 None N/A N/A 5 WP5 None N/A N/A 6 WP6 None N/A N/A 7 WP7 None N/A N/A 8 WP8 None N/A N/A 9 WP9 None N/A N/A 10 WP10 None N/A N/A 11 WP11 None N/A N/A 12 WP12 None N/A N/A 13 WP13 None N/A N/A 14 WP14 None N/A N/A 15 WP15 None N/A N/A 16 WP16 None N/A N/A 17 WP17 None N/A N/A 18 WP18 None N/A N/A 19 WP19 None N/A N/A 20 WP20 None N/A N/A 21 WP21 None N/A N/A 22 WP22 None N/A N/A 23 WP23 None N/A N/A 24 WP24 None N/A N/A 25 WP25 None N/A N/A 26 WP26 None N/A N/A 27 WP27 None N/A N/A 28 WP28 None N/A N/A 29 WP29 None N/A N/A 30 WP31 None N/A N/A 31 WP32 None N/A N/A 32 WP33 None N/A N/A 33 WP38 None N/A N/A 34 WP39 None N/A N/A 35 WP40 None N/A N/A 36 WP42 None N/A N/A 37 WP43 None N/A N/A 38 WP44 None N/A N/A 39 WP45 None N/A N/A 40 WP46 None N/A N/A 41 WP47 None N/A N/A 42 WP48 None N/A N/A 43 WP49 None N/A N/A 44 WP50 None N/A N/A 45 WP51 None N/A N/A 46 WP52 None N/A N/A 47 WP53 None N/A N/A 48 WP54 None N/A N/A 49 WP49A None N/A N/A 50 WP50A None N/A N/A 51 WP51A None N/A N/A RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 25 Page 179 of 352 Company Apr 19, 2019 1RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Advanced Data (Continued) Label Seismic ... Design Method SSAF In-plane Icr Factor Out lane Icr Factor K Cm In-..Cm 0...Inactive 52 WP52A None N/A N/A 53 WP53A None N/A N/A 54 WP54A None N/A N/A 55 WP55 None N/A N/A 56 WP56 None N/A N/A 57 WP57 None N/A N/A 58 WP58 None N/A N/A 59 WP59 None N/A N/A 60 WP60 None N/A N/A 61 WP61 None N/A N/A 62 WP62 None N/A N/A 63 WP63 None N/A N/A 64 WP64 None N/A N/A 65 WP65 None N/A N/A 66 WP66 None N/A N/A 67 WP67 None N/A N/A 68 WP68 None N/A N/A 69 WP69 None N/A N/A 70 WP70 None N/A N/A 71 WP71 None N/A N/A 72 WP72 None N/A N/A 73 WP73 None N/A N/A 74 WP74 None N/A N/A 75 WP75 None N/A N/A 76 WP76 None N/A N/A 77 WP77 None N/A N/A 78 WP78 None N/A N/A 79 WP79 None N/A N/A 80 WP80 None N/A N/A 81 WP81 None N/A N/A 82 WP82 None N/A N/A 83 WP83 None N/A N/A 84 WP84 None N/A N/A 85 WP85 None N/A N/A 86 WP86 None N/A N/A 87 WP87 None N/A N/A 88 WP88 None N/A N/A 89 WP89 None N/A N/A 90 WP90 None N/A N/A 91 WP91 None N/A N/A 92 WP92 None N/A N/A 93 WP93 None N/A N/A 94 WP94 None N/A N/A 95 WP95 None N/A N/A 96 WP96 None N/A N/A 97 WP97 None N/A N/A 98 WP98 None N/A N/A 99 WP99 None N/A N/A 100 WP100 None N/A N/A 101 WP101 None N/A N/A 102 WP102 None N/A N/A RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 26 Page 180 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Loads and Enforced Displacements (BLC 5 : WIND) Joint Label L,D,M Direction Ma nitude Ib,lb-ft , in,rad , Ib*sA2/ft, Ib*sA2*ft —1F N 119 L X 10515 N103 L X 10515 =MEL-] Joint Loads and Enforced Displacements (BLC 6 : SEISMIC) Joint Label L,D,M Direction Ma nitude Ib,lb-ft , in,rad , Ib*s"2/ft, Ib*s"2*ft 1 N 119 L X 29575 2 N103 L X 29575 Member Point Loads Member Label Direction Ma nitude Ib,lb-ft Location ft,% No Data to Print ... Wall Panel Point Loads Wall Label Direction Ma nitude Ib,lb-ft Location ft,% No Data to Print ... Member Distributed Loads (BLC 1 : DEAD) Member Label Direction Start Ma nitude Ib/ft,F, s End Ma nitude Ib/ft,F, s Start Locatio...End Location... 1 M 1 Y -75 -75 0 0 2 M2 Y -375 -375 0 0 3 M3 Y -375 -375 0 0 4 M4 Y -375 -375 0 0 5 M5 Y -75 -75 0 0 6 M6 Y -375 -375 0 0 7 M7 Y -75 -75 0 0 8 M11 Y -337.5 -337.5 0 0 9 M12 Y -337.5 -337.5 0 0 10 M13 Y -337.5 -337.5 0 0 11 M14 Y -337.5 -337.5 0 0 12 M16 Y -375 -375 0 0 13 M 15 Y -75 -75 0 0 Member Distributed Loads (BLC 3 : ROOF LIVE) Member Label Direction Start Ma nitude Ib/ft,F, f End Ma nitude Ib/ft F s Start Locatio...End Location... 1 M1 Y -100 -100 0 0 2 M2 Y -500 -500 0 0 3 M3 Y -500 -500 0 0 4 M4 Y -500 -500 0 0 5 M5 Y -100 -100 0 0 6 M6 Y -500 -500 0 0 7 M7 Y -100 -100 0 0 8 Mil Y -337.5 -337.5 0 0 9 M 12 Y -337.5 -337.5 0 0 10 M 13 Y -337.5 -337.5 0 0 11 M 14 Y -337.5 -337.5 0 0 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 27 Page 181 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Member Distributed Loads (BLC 3 : ROOF LIVE) (Continued) Member Label Direction Start Ma nitude Ib/ft,F, s End Ma nitude Ib/ft,F, s Start Locatio...End Location... 12 M 16 Y -500 -500 0 0 13 M15 Y -100 -100 0 0 Member Distributed Loads (BLC 4 : SNOM Member Label Direction Start Ma nitude Ib/ft,F, End Ma nitude Ibfft,F, s Start Locatio...End Location... 1 M1 Y -125 -125 0 0 2 M2 Y -625 -625 0 0 3 M3 Y -625 -625 0 0 4 M4 Y -625 -625 0 0 5 M5 Y -125 -125 0 0 6 M6 Y -625 -625 0 0 7 M7 Y -125 -125 0 0 8 Mil Y -562.5 -562.5 0 0 9 M 12 Y -562.5 -562.5 0 0 10 M 13 Y -562.5 -562.5 0 0 11 M 14 Y -562.5 -562.5 0 0 12 M 16 Y -625 -625 0 0 13 M15 Y -125 -125 0 0 Member Distributed Loads (BLC 5 : WIND) Member Label Direction Start Ma nitude Ib/ft,F,PSq End Ma nitude Ib/ft,F, s Start Locatio...End Location... 1 M 1 X 133.88 133.88 0 0 M3 X 76.42 76.42 0 Tmllpff- 3 M5 X 133.88 133.88 0 0 4 M6 Z 219.136 219.136 0 5 M7 Z 219.136 219.136 0 0 6 Mil X 99.572 99.572 0 7 M8 X 99.572 99.572 0 0 8 M12 X 99.572 99.572 0 0 9 M10 X 99.572 99.572 0 0 10 M13 X 99.572 99.572 0 0 11 M9 X 99.572 99.572 0 0 12 M14 X 99.572 99.572 0 0 13 M 16 Z 219.136 219.136 0 0 14 M15 Z 219.136 219.136 0 0 15 M17 X 99.572 99.572 0 0 Member Distributed Loads (BLC 6 : SEISMIC) Member Label Direction Start Ma nitude Ib/ft,F, End Ma nitude Ib/ft F s Start Locatio...End Location... 1 M 1 X 136.944 136.944 0 0 2 M3 X 345 345 0 0 3 M5 X 246.5 246.5 0 0 4 M6 Z 633.239 633.239 0 0 5 M7 Z 633.239 633.239 0 0 6 Mil X 360.995 360.995 0 0 7 M8 X 360.995 360.995 0 0 8 M 12 X 360.995 360.995 0 0 9 M 10 X 360.995 360.995 0 0 10 M 13 X 360.995 360.995 0 0 11 M9 X �7360.995 360.995 0 0 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 28 Page 182 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Member Distributed Loads (BLC 6 : SEISMIC) (Continued) Member Label Direction Start Ma nitude Ib/ft,F, s End Ma nitude Ibfft,F, s Start Locatio...End Location... 12 M 14 X 360.995 360.995 0 0 13 M 15 Z 632.808 632.808 0 0 14 M16 Z 632.808 632.808 0 0 15 M 17 X 360.995 360.995 0 0 Wall Panel Distributed Loads Wall Label Direction Start Magnitude[lb/ft,F] End Magnitude[lb/ft,F] Start Location—End Location[... No Data to Print ... Basic Load Cases BLC Description Category X Gr..Y Gr..Z Gr...Joint Point Distr..Area...Surf... 1 DEAD DL -1 13 2 1 LIVE LL 3 ROOF LIVE RILL 13 4 SNOW SL 13 5 WIND WL 2 15 6 SEISMIC EL 2 15 Load Combination Design Description ASIF CD Service Hot ... Cold Fo... Wood Concrete Masonry Alum in...Stainless Con nec... 1 Yes Yes Yes Yes Yes Yes Yes Yes 2 "*GRAVITY LOAD COMBINA... Yes Yes Yes Yes Yes Yes Yes Yes 3 Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-1 Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-2 a Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-2 b Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-2 c Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-3 a Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-3 c Yes Yes Yes Yes Yes Yes Yes 10 WIND Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-3 b a Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-3 b b Yes Yes Yes Yes Yes Yes Yes 13 IBC 16-3 d a Yes Yes Yes Yes Yes Yes Yes 14 IBC 16-3 d b Yes Yes Yes Yes Yes Yes Yes 15 IBC 16-3 f a Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-3 f b Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-4 a a Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-4 a b Yes Yes Yes Yes Yes Yes Yes 19 IBC 16-4 b a Yes Yes Yes Yes Yes Yes Yes 20 IBC 16-4 b b Yes Yes Yes Yes Yes Yes Yes 21 IBC 16-4 c a Yes Yes Yes Yes Yes Yes Yes 22 IBC 16-4 c b Yes Yes Yes Yes Yes Yes Yes 23 IBC 16-6 a Yes Yes Yes Yes Yes Yes Yes 24 IBC 16-6 b Yes Yes Yes Yes Yes Yes Yes 25 SEISMIC Yes Yes Yes Yes Yes Yes Yes 26 IBC 16-5 a Yes Yes Yes Yes Yes Yes Yes 27 IBC 16-5 b Yes Yes Yes Yes Yes Yes Yes RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 29 Page 183 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Load Combination Design (Continued) Description ASIF CD Service Hot ... Cold Fo... Wood Concrete Masonry Alum in...Stainless Con nec... 28 IBC 16-7 a Yes Yes Yes Yes Yes Yes Yes 29 IBC 16-7 b Yes Yes Yes Yes Yes Yes Yes Wall Panel AC1318-14: Concrete Code Checks (In Plane) Wall Panel Reg ion Max UC LC Shear UC LC Pn* hi Ib Mn* hi Ib-ft Vn* hi Ib 1 WP1 R1 .464 27 .125 27 NC 84265.216 68649.374 2 R2 .101 27 .15 27 NC 83667.612 63926.612 3 R3 .083 26 .04 26 NC 3.83145e+6 348404.156 4 WP2 R1 .021 4 .011 27 4.15215e+6 NC 480413.29 5 WP3 R1 .026 9 0 9 4.03418e+6 NC 465703.63 6 WP4 R1 .026 9 0 9 4.23949e+6 NC 347990.585 7 WP5 R1 .592 27 .111 27 NC 96378.922 73265.986 8 R2 .084 27 .112 27 NC 1.92002e+6 330901.918 9 R3 .313 29 .115 26 NC 112134.131 111292.842 10 R4 .101 26 .229 26 NC 205288.158 99859.369 11 R5 .28 26 .123 26 NC 216354.909 118779.097 12 WP6 R1 .365 27 .113 27 NC 50502.647 35671.469 13 R2 .102 27 .103 27 NC 1.02999e+6 248176.438 14 R3 .282 27 .14 27 NC 212903.452 79550.943 15 R4 .059 26 .078 26 NC 1.50627e+6 248176.438 16 R5 .538 26 .205 26 -28966.576 31059.945 57052.392 17 WP7 R1 .338 27 .105 27 NC 50502.647 35528.266 18 R2 .093 27 .092 27 NC 1.02999e+6 248176.438 19 R3 .24 27 .121 27 NC 212903.452 79159.304 20 R4 .055 26 .072 26 NC 1.50627e+6 248176.438 21 R5 .302 26 .149 27 NC 52159.347 61061.269 22 WP8 R1 .352 27 .092 27 -32602.744 25645.978 30077.226 23 R2 .083 27 .085 27 NC 1.02999e+6 248176.438 24 R3 .217 27 .11 27 NC 212903.452 79037.123 25 R4 .054 26 .071 26 NC 1.50627e+6 248176.438 26 R5 .292 26 .103 27 NC 52159.347 59389.549 27 WP9 R1 .306 27 .163 26 NC 47189.249 56427.003 28 R2 .091 27 .095 27 NC 1.02999e+6 248176.438 29 R3 .094 26 .079 26 NC 1.53117e+6 274650.715 30 R4 .077 26 .125 26 NC 205288.158 99859.369 31 R5 .234 26 .099 27 NC 52159.347 55844.706 32 WP10 R1 .297 27 .171 26 NC 50502.647 57692.704 33 R2 .083 27 .075 27 NC 1.02999e+6 248176.438 34 R3 .213 26 .111 26 NC 216354.909 78376.846 35 R4 .06 26 .095 26 NC 1.50627e+6 248176.438 36 R5 .407 26 .105 26 -33856.06 27168.236 37289.425 37 WP11 R1 .581 27 .212 27 -29647.867 29605.336 55110.942 38 R2 .087 27 .08 27 NC 1.02999e+6 248176.438 39 R3 .245 26 .124 27 NC 216354.909 78345.157 40 R4 .066 26 .102 26 NC 1.50627e+6 248176.438 41 R5 .366 26 .113 26 NC 52159.347 37632.714 42 WP12 R1 .289 27 .124 27 NC 206276.655 115385.409 43 R2 .113 27 .24 27 NC 201836.701 99859.369 44 R3 .422 27 .118 27 NC 112134.131 111515.567 45 R4 .059 26 .106 26 NC 2.58852e+6 330901.918 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 30 Page 184 of 352 Company Apr 19, 2019 RISA Designer 10:24 AM Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel AC1318-14: Concrete Code Checks (In Plane) (Continued) Wall Panel Reg ion Max UC LC Shear UC LC Pn* hi Ib Mn hi Ib-ft Vn* hi Ib 46 R5 .343 26 .108 26 NC 171827.768 78155.316 47 WP13 R1 .026 9 0 9 4.20099e+6 NC 312580.018 48 WP14 R1 .026 9 0 9 4.03418e+6 NC 465703.63 49 WP15 R1 .122 27 .047 27 NC 3.07911e+6 349368.819 50 R2 .078 26 .185 26 NC 136836.925 63920.858 51 R3 .363 26 .156 26 NC 142812.97 72524.799 52 WP16 R1 .454 27 .164 27 NC 202969.884 109657.62 53 R2 .066 27 .109 27 NC 685394.073 189750.777 54 R3 .034 26 .02 26 NC 493004.25 137464.265 55 R4 .062 26 .113 26 NC 694022.745 189750.777 56 R5 .423 26 .16 26 NC 216354.909 113526.584 57 WP17 R1 .041 28 .031 26 NC 6.20285e+6 465703.63 58 WP18 R1 .162 27 .082 27 NC 3.05318e+6 346486.339 59 R2 .113 26 .254 26 NC 136847.661 63926.612 60 R3 .573 26 .211 26 NC 142812.97 74176.62 61 WP19 R1 .041 28 .037 26 NC 5.8469e+6 477536.564 62 WP20 R1 .047 26 .038 26 NC 5.8469e+6 477536.564 63 WP21 R1 .16 27 .081 27 NC 3.05318e+6 346486.339 64 R2 .111 26 .252 26 NC 136847.661 63926.612 65 R3 .564 26 .209 26 NC 142812.97 74037.132 66 WP22 R1 .042 28 .037 26 NC 5.8469e+6 477536.564 67 WP23 R1 .051 26 .042 26 NC 5.8469e+6 477536.564 68 WP24 R1 .151 27 .084 27 NC 3.05318e+6 346486.339 69 R2 .108 26 .248 26 NC 136847.661 63926.612 70 R3 .559 26 .206 26 NC 142812.97 74061.832 71 WP25 R1 .053 26 .03 27 NC 2.36882e+6 230970.399 72 WP26 R1 .021 4 0 4 1.42427e+6 NC 169136.784 73 WP27 R1 .192 4 .159 4 NC 204069.932 106095.898 74 R2 .001 4 0 4 NC 795957.564 239686.454 75 R3 .003 4 .002 4 NC 1.20624e+6 207877.828 76 R4 .194 4 .157 4 NC 216354.909 110029.935 77 WP28 R1 .297 4 .17 4 NC 93048.956 88322.165 78 R2 .002 4 0 4 NC 795957.564 239686.454 79 R3 .003 4 .014 4 NC 1.20624e+6 207877.828 80 R4 .186 4 .155 4 NC 216354.909 109822.303 81 WP29 R1 .159 24 .128 26 NC 941812.83 237862.199 82 R2 .018 26 .04 27 NC 2.92104e+6 404470.891 83 R3 .12 23 .134 27 NC 937009.105 220061.456 84 WP31 R1 .055 28 .032 27 NC 3.91738e+6 393233.141 85 WP32 R1 .88 26 .203 26 NC 89024.582 73394.4 86 R2 .181 26 .251 26 NC 83667.612 63926.612 87 R3 .129 27 .084 27 NC 3.82439e+6 347771.277 88 WP33 R1 .065 28 .035 26 NC 2.28208e+6 282552.056 89 WP38 R1 .064 28 .035 27 NC 2.29022e+6 283510.965 90 WP39 R1 .156 26 .083 26 NC 3.05323e+6 346492.092 91 R2 .108 27 .249 27 NC 136836.925 63920.858 92 R3 .628 27 .202 27 -23347.275 51771.214 73745.41 93 WP40 R1 .051 28 .032 26 NC 3.92279e+6 393791.226 94 WP42 R1 .196 24 .125 26 NC 575901.997 214463.908 95 R2 .017 26 .039 27 NC 2.92104e+6 404470.142 96 R3 .128 23 .125 27 NC 937009.105 219735.902 97 WP43 R1 .192 4 .102 4 NC 93048.956 87775.13 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 31 Page 185 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel AC1318-14: Concrete Code Checks (In Plane) (Continued) Wall Panel Reg ion Max UC LC Shear UC LC Pn* hi Ib Mn* hi Ib-ft Vn* hi Ib 98 R2 .002 4 0 4 NC 795957.564 239686.454 99 R3 .004 4 .015 4 NC 795957.564 207877.828 100 R4 .125 4 .11 4 NC 216354.909 109617.257 101 WP44 R1 .057 4 .053 4 NC 204069.932 105200.939 102 R2 .004 4 0 4 NC 795957.564 148668.231 103 R3 .002 4 .002 4 NC 795957.564 207877.828 104 R4 .057 4 .055 4 NC 216354.909 109310.527 105 WP45 R1 .001 4 0 4 NC 1.11553e+6 193379.294 106 WP46 R1 .066 26 .028 27 NC 1.79529e+6 235467.738 107 WP47 R1 .475 26 .13 26 NC 86054.452 70544.575 108 R2 .131 26 .182 26 NC 83667.612 63926.612 109 R3 .091 27 .07 27 NC 3.83145e+6 348404.156 110 WP48 R1 .043 26 .043 26 NC 6.89649e+6 477536.564 111 WP49 R1 .042 27 .037 26 NC 5.8469e+6 477536.564 112 WP50 R1 .612 26 .162 26 NC 86054.452 70978.099 113 R2 .139 26 .212 26 NC 83667.612 63926.612 114 R3 .105 27 .072 27 NC 3.83145e+6 348404.156 115 WP51 R1 .04 26 .039 26 NC 6.89649e+6 477536.564 116 WP52 R1 .042 27 .037 26 NC 5.8469e+6 477536.564 117 WP53 R1 .622 26 .165 26 NC 86054.452 71088.399 118 R2 .142 26 .215 26 NC 83667.612 63926.612 119 R3 .099 27 .073 27 NC 3.83145e+6 348404.156 120 WP54 R1 .043 28 .033 26 NC 6.17455e+6 465703.63 121 WP49A R1 .023 26 .01 26 NC 6.88281e+6 476577.655 122 WP50A R1 .024 4 .01 27 4.15215e+6 NC 493762.726 123 WP51A R1 .028 9 0 9 4.03418e+6 NC 481468.623 124 WP52A R1 .029 9 0 9 4.23949e+6 NC 506492.198 125 WP53A R1 .088 28 .05 26 NC 6.88281e+6 495972.038 126 WP54A R1 .044 29 .034 27 NC 5.85893e+6 495011.723 127 WP55 R1 .033 29 .029 27 NC 5.85893e+6 495622.228 128 WP56 R1 .033 13 .025 27 4.12139e+6 1.06123e+6 493031.357 129 WP57 R1 .094 28 .054 26 NC 6.88281e+6 493723.871 130 WP58 R1 .032 14 .027 26 4.13677e+6 NC 494654.439 131 WP59 R1 .037 28 .031 28 NC 6.91018e+6 478495.472 132 WP60 R1 .104 29 .052 27 NC 5.8469e+6 497156.106 133 WP61 R1 .029 9 0 9 4.20099e+6 NC 501546.878 134 WP62 R1 .028 9 0 9 4.03418e+6 NC 481422.251 135 WP63 R1 .043 27 .016 27 NC 5.8831e+6 480413.29 136 WP64 R1 .031 4 .016 26 4.12139e+6 NC 492585.486 137 WP65 R1 .044 28 .03 26 NC 6.20285e+6 480957.689 138 WP66 R1 .049 27 .038 27 NC 5.8469e+6 477536.564 139 WP67 R1 .037 29 .036 28 NC 5.8469e+6 477536.564 140 WP68 R1 .036 29 .037 26 NC 5.8469e+6 491586.225 141 WP69 R1 .041 29 .035 27 NC 5.8469e+6 490600.12 142 WP70 R1 .036 28 .036 26 NC 6.89649e+6 491953.915 143 WP71 R1 .038 28 .041 26 NC 6.89649e+6 491622.036 144 WP72 R1 .043 29 .041 27 NC 5.8469e+6 477536.564 145 WP73 R1 .055 26 .025 27 NC 2.36882e+6 283310.291 146 WP74 R1 .022 4 0 4 1.42427e+6 NC 169414.188 147 WP75 R1 .029 4 0 4 2.46877e+6 NC 295955.181 148 WP76 R1 .029 4 0 4 2.36599e+6 351127.042 146616.035 149 WP77 R1 .048 28 .023 28 NC 7.52268e+6 538580.696 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 32 Page 186 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel AC1318-14: Concrete Code Checks (In Plane) (Continued) Wall Panel Reg ion Max UC LC Shear UC LC Pn* hi Ib Mn* hi Ib-ft Vn* hi Ib 150 WP78 R1 .06 26 .031 27 NC 3.91738e+6 406753.476 151 WP79 R1 .052 27 .043 27 NC 6.91018e+6 478495.472 152 WP80 R1 .068 28 .034 26 NC 2.28208e+6 293462.702 153 WP81 R1 .067 29 .034 27 NC 2.30772e+6 294450.566 154 WP82 R1 .06 26 .043 26 NC 5.8469e+6 477536.564 155 WP83 R1 .058 28 .031 28 NC 3.92279e+6 393791.226 156 WP84 R1 .046 28 .022 29 NC 7.02089e+6 524202.818 157 WP85 R1 .029 4 0 4 2.36599e+6 351825.369 146620.514 158 WP86 R1 .03 4 0 4 2.46877e+6 NC 296227.161 159 WP87 R1 .023 4 0 4 1.681e+6 NC 199179.798 160 WP88 R1 .074 28 .023 27 NC 1.79529e+6 283373.966 161 WP89 R1 .048 29 .04 27 NC 6.89649e+6 490777.31 162 WP90 R1 .056 28 .042 26 NC 5.8469e+6 492508.568 163 WP91 R1 .054 28 .036 28 NC 5.8469e+6 477536.564 164 WP92 R1 .042 29 .037 27 NC 6.89649e+6 491037.962 165 WP93 R1 .047 28 .038 26 NC 5.8469e+6 492250.188 166 WP94 R1 .049 28 .036 28 NC 5.8469e+6 477536.564 167 WP95 R1 .045 29 .038 27 NC 6.89649e+6 491071.931 168 WP96 R1 .05 28 .032 26 NC 6.17455e+6 481649.93 169 WP97 R1 0 4 0 4 NC 2.02419e+6 152613.696 170 WP98 R1 .003 4 0 4 NC 1.79525e+6 146690.581 171 WP99 R1 0 4 0 26 NC 7.52268e+6 291733.225 172 WP100 R1 0 4 0 27 NC 7.02089e+6 280654.075 173 WP101 R1 .003 4 0 4 NC 1.79525e+6 146713.228 174 WP102 R1 0 4 0 4 NC 2.02419e+6 152609.351 Wall Panel Seismic Code Checks (A Cl 318-14) Wall Panel Coupling Beam/Wall ... Region/Pier UC Shear In Plane LC BZ R 'd? No Data to Print ... Wall Panel Forces LC Wall Label Elevation ft Axial FlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 1 4 WP1 0 85495.434 1564.632 .004 .006 -85626.58 2 4 W P2 0 88666.027 -1565.215 -.005 -.033 15674.651 3 4 W P3 0 93698.81 105.276 -.002 -.059 -9393.152 4 4 WP4 0 98522.688 -105.186 -.005 -.113 -8921.68 5 4 W P5 0 116749.477 3315.383 -.012 -.183 -115852.086 6 4 W P6 0 110049.921 -1346.798 .008 -.046 82215.704 7 4 W P7 0 116673.47 -1819.396 -.004 -.068 20279.854 8 4 WP8 0 115729.397 -992.78 .001 -.015 -4206.509 9 4 W P9 0 133513.006 3974.543 -.011 -.082 -181887.558 10 4 WP10 0 113855.923 1133.222 0 -.11 13970.328 11 4 WP11 0 110261.817 402.322 .005 -.079 -73521.242 12 4 WP12 0 118528.4 -4670.172 -.016 -.225 131476.596 13 4 WP13 0 97880.145 96.772 -.005 -.111 11.385 14 4 WP14 0 92980.2 -96.886 0 -.054 11822.059 15 4 WP15 0 88567.237 -1792.006 -.009 -.052 122842.944 16 4 WP16 0 119269.322 1791.965 .008 .02 5054.359 17 4 WP17 0 100506.132 1304.628 0 -.022 -17015.51 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 33 Page 187 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 18 4 WP18 0 96423.977 -2053.575 .003 -.033 82562.129 19 4 WP19 0 101926.73 581.347 -.009 -.038 -26468.486 20 4 WP20 0 100771.304 1674.507 0 -.037 -17857.712 21 4 W P21 0 96607.266 -1882.232 .004 -.035 80839.602 22 4 W P22 0 102218.293 1180.974 -.009 -.039 -34108.494 23 4 W P23 0 100501.816 2794.37 -.002 -.037 -39478.318 24 4 W P24 0 89946.855 -2562.729 .025 .003 21744.317 25 4 W P25 0 59064.63 -1033.584 -.021 .015 -25561.703 26 4 W P26 0 30165.019 0 0 0 -1180.369 27 4 WP27 0 70257.063 -.045 0 0 -1130.644 28 4 W P28 0 67047.05 -.271 0 0 -3577.037 29 4 W P29 0 140246.584 -764.035 0 .002 53109.265 30 4 W P31 0 86581.235 919.722 -.011 -.012 3514.003 31 4 W P32 0 84889.81 1288.666 .021 -.008 -81596.644 32 4 W P33 0 67363.888 -1559.987 -.011 .005 8416.454 33 4 W P38 0 67577.163 1659.421 -.011 .005 2283.879 34 4 WP39 0 86881.555 -1244.708 .023 -.006 79831.361 35 4 W P40 0 84125.908 -871.355 -.013 -.024 -30151.187 36 4 WP42 0 130984.889 572.752 0 .002 -26331.566 37 4 W P43 0 63162.685 -.274 0 0 -8072.528 38 4 WP44 0 66746.542 -.032 0 0 -2391.245 39 4 W P45 0 32871.071 0 0 0 1516.36 40 4 WP46 0 55741.419 698.18 -.014 .007 22023.321 41 4 W P47 0 84842.429 2636.864 .013 -.114 -49552.548 42 4 W P48 0 97094.113 -2957.711 -.006 -.146 36009.083 43 4 W P49 0 98981.026 -1054.494 -.009 -.089 40378.973 44 4 W P50 0 90389.805 2595.976 0 -.098 -91314.09 45 4 W P51 0 97548.891 -1972.502 -.002 -.112 17825.917 46 4 W P52 0 98587.077 -829.313 -.012 -.113 26876.904 47 4 W P53 0 90959.766 2476.74 .002 -.091 -98937.919 48 4 W P54 0 96147.295 -1597.354 -.003 -.065 15698.456 49 4 WP49A -3 90873.797 1565.358 -.002 0 -92000.288 50 4 WP50A -3 98535.448 -1565.229 .011 0 19355.397 51 4 WP51A -3 103677.849 105.25 .02 0 -12577.479 52 4 WP52A -4.75 112794.557 -105.208 .024 0 -1067.15 53 4 WP53A -4.75 130479.964 3318.627 .039 0 -136840.656 54 4 W P54A -4.75 122376.478 -1346.137 .01 0 76263.229 55 4 W P55 -4.75 129022.838 -1819.039 .014 0 16504.04 56 4 W P56 -4.75 127612.936 -992.478 .003 0 -12248.7 57 4 W P57 -4.75 104858.933 7578.363 .151 .184 -717250.972 58 4 W P58 -4.75 126180.025 1133.009 .023 0 -3679.49 59 4 W P59 -4.75 122584.945 401.614 .017 0 -87629.192 60 4 WP60 -4.75 132387.205 -4672.986 .047 0 157065.249 61 4 W P61 -4.75 111836.408 96.803 .023 0 5643.534 62 4 WP62 -2.75 102989.946 -96.852 .02 0 3176.474 63 4 W P63 -2.75 98156.29 -1792.721 .019 0 134055.301 64 4 WP64 -1 128812.179 1792.219 -.02 0 10647.181 65 4 W P65 -1 103084.133 1304.616 .022 0 -22177.567 66 4 W P66 -1 98727.135 -2054.657 .033 0 76777.379 67 4 W P67 -1 106132.871 581.22 .038 0 -32276.488 68 4 W P68 -1 104977.444 1674.522 .037 0 -24759.016 69 4 W P69 -1 98901.562 -1883.319 .035 0 74867.566 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 34 Page 188 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 70 4 WP70 -1 106424.434 1180.84 .039 0 -40516.116 71 4 WP71 -1 104707.956 2794.327 .037 0 -47499.427 72 4 W P72 -1 92240.108 -2563.98 -.003 0 16465.738 73 4 W P73 -1 61041.712 -1034.197 -.015 0 -24379.382 74 4 W P74 -1 32014.376 0 0 0 2151.464 75 4 W P75 -1 72260.021 -.021 0 0 -391.767 76 4 WP76 -1 68629.584 -.11 0 0 -10185.046 77 4 W P77 -1 146224.74 -764.26 -.002 0 36418.287 78 4 W P78 -1 89419.939 919.948 .012 0 13827.178 79 4 W P79 -1 89419.451 1289.386 .008 0 -76771.044 80 4 WP80 -1 67829.79 -1560.22 -.005 0 5436.776 81 4 W P81 -1 68051.413 1659.626 -.005 0 -3931.292 82 4 W P82 -1 89176.252 -1245.459 .006 0 73227.726 83 4 W P83 -2 90581.689 -871.636 .012 0 -26442.214 84 4 W P84 -2 141050.512 572.701 0 0 -29316.74 85 4 W P85 -2 68618.266 -.158 0 0 -10203.62 86 4 W P86 -4 74073.222 -.01 0 0 -775.405 87 4 WP87 -4 38670.026 0 0 0 -1051.342 88 4 WP88 -4 62707.343 698.63 -.002 0 25681.572 89 4 W P89 -4 97579.363 2637.661 .029 0 -64377.782 90 4 WP90 -4 110128.953 -2957.766 .037 0 53725.628 91 4 W P91 -4 112015.866 -1054.368 .022 0 50481.926 92 4 WP92 -3 99407.572 2596.934 .033 0 -99295.04 93 4 W P93 -3 107779.328 -1972.547 .037 0 20819.398 94 4 W P94 -3 108817.514 -829.22 .038 0 26440.401 95 4 W P95 -3 99977.939 2477.664 .03 0 -106556.688 96 4 W P96 -3 106126.334 -1597.381 .022 0 17622.023 97 4 W P97 27.417 9023.379 -.005 0 0 -250.09 98 4 W P98 27.417 8093.633 -.027 0 0 5906.003 99 4 W P99 27.417 14203.097 -.037 0 .003 6002.723 100 4 WP100 27.417 13887.022 .017 0 .003 6462.362 101 4 WP101 27.417 8094.305 -.034 0 0 5911.485 102 4 WP102 27.417 9029.439 -.005 0 0 -359.911 103 5 WP1 0 74489.89 1370.613 .003 -.002 -74604.938 104 5 WP2 0 77291.362 -1371.059 -.004 -.028 13719.839 105 5 WP3 0 86348.482 121.047 -.002 -.063 -9140.088 106 5 WP4 0 90891.877 -120.961 -.005 -.116 -7767.623 107 5 W P5 0 106455.863 3075.928 -.011 -.154 -103538.868 108 5 W P6 0 100339.552 -1233.886 .006 -.052 73489.301 109 5 W P7 0 106280.574 -1650.464 -.003 -.061 17734.929 110 5 W P8 0 105284.898 -930.682 0 -.018 -5263.106 111 5 W P9 0 121086.306 3643.317 -.01 -.067 -162982.107 112 5 WP10 0 103675.8 1030.621 0 -.096 12648.562 113 5 WP11 0 100525.345 370.082 .004 -.079 -66713.823 114 5 WP12 0 108077.516 -4308.005 -.013 -.189 117810.916 115 5 WP13 0 90288.204 113.191 -.005 -.113 258.384 116 5 WP14 0 85722.877 -113.298 -.001 -.058 11326.494 117 5 WP15 0 77169.042 -1560.335 -.007 -.041 106013.472 118 5 WP16 0 103476.58 1560.316 .006 .012 3594.233 119 5 WP17 0 92402.998 1260.303 .002 -.022 -16104.386 120 5 WP18 0 88629.023 -1888.063 .001 -.042 75255.198 121 5 WP19 0 93762.361 539.895 -.008 -.038 -24466.043 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 35 Page 189 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment V b-... 122 5 WP20 0 92743.151 1569.366 .002 -.04 -16359.597 123 5 W P21 0 88808.453 -1737.103 .001 -.044 73795.367 124 5 W P22 0 94045.41 1111.884 -.009 -.039 -31776.729 125 5 W P23 0 92468.902 2640.404 0 -.039 -37236.071 126 5 W P24 0 82278.1 -2454.488 .024 -.013 16637.328 127 5 WP25 0 52230.377 -1038.91 -.022 .017 -24236.834 128 5 WP26 0 25855.73 0 0 0 -1011.745 129 5 W P27 0 60220.34 -.033 0 0 -969.276 130 5 W P28 0 57468.9 -.199 0 0 -3066.958 131 5 W P29 0 124950.367 -685.753 0 .002 46368.439 132 5 W P31 0 77873.004 855.567 -.009 -.01 3381.104 133 5 W P32 0 76462.794 1169.883 .016 -.023 -73545.409 134 5 W P33 0 60569.481 -1442.795 -.008 .003 7433.179 135 5 W P38 0 60762.584 1533.266 -.008 .003 1618.213 136 5 W P39 0 78116.779 -1130.992 .018 -.021 71480.961 137 5 W P40 0 75816.278 -812.981 -.011 -.02 -26689.46 138 5 WP42 0 116885.258 514.201 0 .002 -23207.948 139 5 W P43 0 54139.444 -.201 0 0 -6920.249 140 5 W P44 0 57211.322 -.024 0 0 -2049.75 141 5 W P45 0 28175.203 0 0 0 1299.737 142 5 WP46 0 49264.075 722.869 -.012 .014 21052.806 143 5 W P47 0 77983.499 2505.703 .01 -.126 -41987.54 144 5 WP48 0 89591.624 -2776.49 -.005 -.15 33770.81 145 5 W P49 0 91315.824 -985.781 -.009 -.096 37392.718 146 5 W P50 0 83416.246 2388.245 -.002 -.116 -83351.04 147 5 W P51 0 89985.114 -1835.274 0 -.118 16387.247 148 5 W P52 0 90888.122 -766.601 -.012 -.112 24876.705 149 5 W P53 0 83941.337 2267.748 0 -.114 -90284.582 150 5 W P54 0 88689.921 -1523.619 0 -.065 15035.092 151 5 W P49A -3 79099.916 1371.167 0 0 -80156.409 152 5 W P50A -3 85750.866 -1371.069 .009 0 16963.095 153 5 WP51A -3 94901.943 121.02 .021 0 -11961.93 154 5 WP52A -4.75 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Designer Checked Job Number Checkeded By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear[lb] x-x Moment[lb-..z-z Moment b-... 13181 17 W P94 -3 99763.352 -6584.093 .037 0 118488.492 1319 17 W P95 -3 91631.346 -3314.09 .036 0 -9755.146 1320 17 W P96 -3 100555.08 -6231.657 .022 0 119996.873 1321 17 W P97 27.417 7734.325 -.003 0 0 -214.365 1322 17 W P98 27.417 6937.4 -.02 0 0 5062.273 1323 17 W P99 27.417 12174.083 -.073 0 .003 5145.379 1324 17 WP100 27.417 11903.162 -.031 0 .003 5539.375 1325 17 WP101 27.417 6937.976 -.025 0 0 5066.968 1326 17 WP102 27.417 7739.519 -.004 0 0 -308.498 1327 18 WP1 0 72326.172 -1884.196 .01 .026 -12373.237 1328 18 W P2 0 79455.08 -4811.115 -.011 -.035 80834.666 1329 18 W P3 0 86348.482 121.047 -.002 -.063 -9140.088 1330 18 WP4 0 90891.877 -120.961 -.005 -.116 -7767.623 1331 18 W P5 0 102660.784 -3394.039 -.004 -.161 26586.572 1332 18 WP6 0 101596.575 -5612.778 0 -.151 114212.804 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RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 59 Page 213 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 13701 18 W P50 0 83574.768 7709.951 -.013 -.179 -148397.623 1371 18 W P51 0 90050.276 3898.108 .002 -.128 -57176.136 1372 18 W P52 0 90781.805 5050.942 -.011 -.115 -51489.478 1373 18 W P53 0 83981.178 7850.343 -.004 -.12 -161031.139 1374 18 W P54 0 85378.283 3184.515 .008 -.061 -73689.976 1375 18 WP49A -3 76936.198 -1883.649 -.009 0 -8160.262 1376 18 W P50A -3 87914.584 -4811.084 .012 0 94397.966 1377 18 W P51 A -3 94901.943 121.02 .021 0 -11961.93 1378 18 WP52A -4.75 103124.908 -120.983 .024 0 -888.847 1379 18 WP53A -4.75 114429.773 -3390.383 .034 0 38212.245 1380 18 W P54A -4.75 112162.195 -5611.315 .032 0 130283.727 1381 18 W P55 -4.75 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(Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 16301 20 WP100 27.417 11903.162 .056 0 .003 5538.977 1631 20 WP101 27.417 6937.976 -.025 0 0 5066.968 1632 20 WP102 27.417 7739.519 -.004 0 0 -308.498 1633 21 WP1 0 75445.537 4595.957 -.004 -.025 -135626.594 1634 21 WP2 0 73835.715 2098.457 .002 -.014 -53679.56 1635 21 W P3 0 80313.262 90.231 -.001 -.043 -8051.161 1636 21 W P4 0 84448.022 -90.165 -.003 -.081 -7647.054 1637 21 W P5 0 103866.504 9311.938 -.016 -.123 -229426.789 1638 21 W P6 0 93071.235 3224.622 .012 .055 29751.014 1639 21 WP7 0 99538.852 1815.442 0 .013 -17375.07 1640 21 W P8 0 99617.29 2092.773 .002 .023 -27379.639 1641 21 W P9 0 114879.059 8635.363 -.011 -.07 -231494.86 1642 21 WP10 0 97107.349 4343.058 0 -.145 -13071.813 1643 21 WP11 0 95758.881 4572.516 -.001 -.159 -101961.201 1644 21 WP12 0 97899.18 2324.009 -.006 -.168 -14649.895 1645 21 WP13 0 83897.272 82.954 -.004 -.08 9.63 1646 21 WP14 0 79697.31 -83.038 0 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Page 65 Page 219 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 16821 21 WP50A -3 82295.219 2098.435 .005 0 -60844.817 1683 21 W P51 A -3 88866.724 90.212 .014 0 -10780.578 1684 21 WP52A -4.75 96681.052 -90.181 .017 0 -914.587 1685 21 W P53A -4.75 115635.493 9313.156 .026 0 -278142.929 1686 21 W P54A -4.75 103636.856 3224.347 -.012 0 3852.545 1687 21 W P55 -4.75 110124.025 1814.966 -.003 0 -36638.659 1688 21 W P56 -4.75 109803.181 2092.377 -.005 0 -48252.542 1689 21 W P57 -4.75 92727.748 11530.212 .153 .185 -685274.489 1690 21 W P58 -4.75 107670.865 4342.284 .031 0 -44213.112 1691 21 W P59 -4.75 106321.563 4571.217 .033 0 -134131.868 1692 21 W P60 -4.75 109778.156 2321.069 .035 0 -22767.569 1693 21 W P61 -4.75 95859.782 82.977 .017 0 4837.172 1694 21 W P62 -2.75 88277.092 -83.013 .015 0 2722.545 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.007 -.04 -75268.32 1783 22 W P49A -3 75728.138 -1913.126 -.01 0 -6862.05 1784 22 W P50A -3 86622.644 -4781.596 .01 0 94024.116 1785 22 W P51 A -3 88866.724 90.212 .014 0 -10780.578 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 67 Page 221 of 352 Company Apr 19, 2019 IIIRISi4 Designer Checked Job Number Checkeded By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear[lb] x-x Moment[lb-..z-z Moment V b-... 17861 22 WP52A -4.75 96681.052 -90.181 .017 0 -914.587 1787 22 W P53A -4.75 108045.118 -3624.655 .029 0 43555.613 1788 22 WP54A -4.75 106151.066 -5531.734 .028 0 126884.66 1789 22 W P55 -4.75 111057.843 -4933.141 .023 0 64930.245 1790 22 W P56 -4.75 108961.794 -3793.688 .01 0 27253.993 1791 22 W P57 -4.75 87030.272 1460.585 .101 .13 -544297.559 1792 22 W P58 -4.75 108637.588 -2399.965 .004 0 37903.347 1793 22 WP59 -4.75 103823.723 -3882.819 -.007 0 -16092.745 1794 22 W P60 -4.75 117171.903 -10331.234 .032 0 292020.728 1795 22 W P61 -4.75 95859.782 82.977 .017 0 4837.172 1796 22 W P62 -2.75 88277.092 -83.013 .015 0 2722.545 1797 22 W P63 -2.75 82160.599 -4814.196 .007 0 188987.744 1798 22 W P64 -1 112383.803 -1881.074 -.006 0 81597.08 1799 22 W P65 -1 85030.085 -3481.812 .014 0 71162.068 1800 22 W P66 -1 84576.551 -7404.184 .025 0 142377.338 1801 22 W P67 -1 90879.741 -5333.888 .028 0 52554.15 1802 22 W P68 -1 90071.064 -4283.106 .03 0 55775.792 1803 22 W P69 -1 84881.972 -6969.04 .027 0 133308.172 1804 22 WP70 -1 90957.505 -4751.318 .028 0 44098.225 1805 22 W P71 -1 89659.811 -3623.029 .029 0 40950.677 1806 22 WP72 -1 79689.153 -8056.409 .002 0 97923.697 1807 22 W P73 -1 55314.707 -2924.448 -.019 0 15503.691 1808 22 WP74 -1 27440.894 0 0 0 1844.112 1809 22 W P75 -1 61937.161 -.015 0 0 -335.956 1810 22 W P76 -1 58825.358 -.081 0 0 -8730.98 1811 22 W P77 -1 125335.497 2649.877 -.001 0 -62717.978 1812 22 W P78 -1 79407.034 3981.102 .006 0 -50429.125 1813 22 W P79 -1 76978.686 6452.626 .012 0 -144371.411 1814 22 W P80 -1 55045.052 952.748 .003 0 -37508.579 1815 22 W P81 -1 61417.813 3720.592 -.014 0 -45740.759 1816 22 WP82 -1 76115.44 4252.586 .004 0 -15182.859 1817 22 W P83 -2 74874.665 2475.986 .008 0 -88936.495 1818 22 WP84 -2 120900.457 3647.314 0 0 -117997.829 1819 22 W P85 -2 58815.657 -.116 0 0 -8746.938 1820 22 W P86 -4 63491.333 -.008 0 0 -664.748 1821 22 W P87 -4 33145.737 0 0 0 -901.15 1822 22 WP88 -4 56652.331 2588.963 -.004 0 -19490.154 1823 22 W P89 -4 84289.039 8100.565 .044 0 -158078.233 1824 22 W P90 -4 94256.935 3525.347 .028 0 -57280.542 1825 22 W P91 -4 95754.558 4870.316 .009 0 -56025.062 1826 22 W P92 -3 85365.02 7547.552 .045 0 -166121.136 1827 22 W P93 -3 92447.431 4042.662 .031 0 -72917.872 1828 22 W P94 -3 93165.833 5106.78 .027 0 -71154.968 1829 22 W P95 -3 85735.223 7706.173 .024 0 -178827.705 1830 22 W P96 -3 87653.813 3338.848 .013 0 -87743.644 1831 22 W P97 27.417 7734.325 -.003 0 0 -214.365 1832 22 WP98 27.417 6937.4 -.02 0 0 5062.273 1833 22 W P99 27.417 12174.083 .018 0 .002 5144.964 1834 22 WP100 27.417 11903.162 .056 0 .002 5538.979 1835 22 WP101 27.417 6937.976 -.025 0 0 5066.968 1836 22 WP102 27.417 7739.519 -.004 0 0 -308.498 1837 23 WP1 0 57125.045 4260.61 -.004 -.016 -117276.708 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 68 Page 222 of 352 Company Apr 19, 2019 IIIRISi4 Designer Checked Job Number Checkeded By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear[lb] x-x Moment[lb-..z-z Moment b-... 18381 23 WP2 0 54835.894 2433.78 .004 -.009 -57036.768 1839 23 W P3 0 60234.943 67.667 0 -.024 -6038.246 1840 23 WP4 0 63336.02 -67.63 -.002 -.044 -5735.178 1841 23 WP5 0 78848.544 8601.188 -.012 -.056 -204595.438 1842 23 WP6 0 69489.178 3512.973 .01 .039 12135.655 1843 23 W P7 0 74537.392 2205.083 0 .019 -21718.189 1844 23 W P8 0 74818.076 2305.278 .001 .018 -26476.277 1845 23 W P9 0 86269.122 7783.25 -.007 -.035 -192512.564 1846 23 WP10 0 72709.652 4099.923 0 -.096 -16062.659 1847 23 WP11 0 72131.169 4485.917 -.001 -.109 -86203.45 1848 23 WP12 0 72500.632 3324.23 -.002 -.096 -42813.779 1849 23 WP13 0 62922.959 62.223 -.002 -.043 7.078 1850 23 WP14 0 59772.977 -62.27 0 -.023 7599.634 1851 23 WP15 0 58909.328 2125.647 -.009 -.029 13903.213 1852 23 WP16 0 74699.888 4569.224 .008 .011 -65802.224 1853 23 WP17 0 67938.724 5438.728 -.008 -.008 -96505.797 1854 23 WP18 0 62033.544 4322.888 .005 -.015 -17845.715 1855 23 WP19 0 65615.578 6205.593 -.006 -.013 -91399.247 1856 23 WP20 0 64691.139 6794.623 0 -.014 -82755.704 1857 23 WP21 0 61995.47 4144.687 .004 -.015 -11809.653 1858 23 WP22 0 65975.142 6522.399 -.006 -.014 -94985.787 1859 23 W P23 0 64698.093 7814.168 -.002 -.014 -101020.389 1860 23 WP24 0 57196.683 4210.931 .018 -.004 -63967.326 1861 23 W P25 0 34977.272 1373.585 -.008 .006 -50791.506 1862 23 W P26 0 19391.798 0 0 0 -758.809 1863 23 W P27 0 45165.255 -.019 0 0 -727.129 1864 23 W P28 0 43101.675 -.112 0 0 -2301.261 1865 23 W P29 0 90158.54 -3796.566 0 0 124763.554 1866 23 W P31 0 52898.15 -2601.32 -.002 -.004 61342.856 1867 23 W P32 0 54238.382 -4518.912 .015 -.006 20760.594 1868 23 W P33 0 46400.13 -3293.102 -.014 .013 45287.61 1869 23 W P38 0 40354.722 -1231.475 0 -.003 41539.798 1870 23 WP39 0 56173.513 -6120.049 .013 -.01 123948.216 1871 23 W P40 0 56847.628 -3783.287 -.013 0 40441.606 1872 23 W P42 0 84204.579 -2788.748 0 0 69624.035 1873 23 W P43 0 40604.583 -.113 0 0 -5191.243 1874 23 W P44 0 42908.491 -.013 0 0 -1537.437 1875 23 W P45 0 21131.403 0 0 0 974.803 1876 23 W P46 0 32930.997 -1541.243 -.003 .01 47697.357 1877 23 W P47 0 53891.83 -4144.117 .014 0 47678.437 1878 23 W P48 0 62556.891 -7961.499 -.003 -.053 102233.066 1879 23 W P49 0 63889.651 -6451.591 -.014 -.04 102152.938 1880 23 W P50 0 57949.224 -3652.568 .011 -.001 6340.854 1881 23 W P51 0 62644.831 -7001.101 -.002 -.038 85018.564 1882 23 W P52 0 63483.687 -6350.365 -.007 -.038 93639.611 1883 23 W P53 0 58434.289 -3990.122 .005 -.038 7139.204 1884 23 WP54 0 65120.486 -5734.761 -.01 -.023 98811.803 1885 23 W P49A -3 60582.564 4260.896 .005 0 -131137.876 1886 23 W P50A -3 61180.522 2433.769 .003 0 -64990.538 1887 23 W P51 A -3 66650.039 67.656 .008 0 -8085.299 1888 23 WP52A -4.75 72510.793 -67.639 .009 0 -685.813 1889 23 W P53A -4.75 87675.286 8601.613 .012 0 -248812.088 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 69 Page 223 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 18901 23 WP54A -4.75 77413.393 3512.683 -.008 0 -12486.704 1891 23 W P55 -4.75 82476.272 2204.679 -.004 0 -40172.29 1892 23 W P56 -4.75 82457.493 2304.937 -.004 0 -45625.314 1893 23 W P57 -4.75 70257.729 9905.606 .117 .145 -531571.124 1894 23 W P58 -4.75 80632.289 4099.374 .02 0 -43421.274 1895 23 W P59 -4.75 80053.18 4485.034 .023 0 -115350.401 1896 23 W P60 -4.75 81409.864 3322.453 .02 0 -56414.878 1897 23 W P61 -4.75 71894.842 62.236 .009 0 3627.718 1898 23 W P62 -2.75 66207.814 -62.256 .008 0 2041.743 1899 23 W P63 -2.75 65073.72 2125.224 .01 0 12097.515 1900 23 W P64 -1 80834.582 4569.244 -.011 0 -65623.942 1901 23 W P65 -1 69596.01 5438.538 .008 0 -104424.118 1902 23 W P66 -1 63514.146 4322.366 .015 0 -27207.7 1903 23 W P67 -1 68319.526 6205.511 .013 0 -100964.832 1904 23 W P68 -1 67395.086 6794.613 .014 0 -92910.391 1905 23 W P69 -1 63470.375 4144.193 .015 0 -21003.717 1906 23 WP70 -1 68679.09 6522.314 .014 0 -104868.175 1907 23 W P71 -1 67402.041 7814.13 .014 0 -112194.593 1908 23 WP72 -1 58670.916 4210.386 .004 0 -73219.358 1909 23 W P73 -1 36248.253 1373.249 -.006 0 -52069.532 1910 23 W P74 -1 20580.671 0 0 0 1383.084 1911 23 W P75 -1 46452.871 -.009 0 0 -252.142 1912 23 WP76 -1 44119.018 -.045 0 0 -6549.292 1913 23 W P77 -1 94001.64 -3796.116 0 0 117338.446 1914 23 W P78 -1 54723.031 -2601.106 .004 0 71165.255 1915 23 W P79 -1 57150.294 -4518.567 .006 0 29210.223 1916 23 W P80 -1 46699.639 -3292.947 -.013 0 45662.052 1917 23 W P81 -1 40659.596 -1231.215 .003 0 39842.448 1918 23 W P82 -1 57648.675 -6120.305 .01 0 125022.675 1919 23 W P83 -2 60997.773 -3783.281 0 0 49271.833 1920 23 W P84 -2 90675.337 -2788.256 0 0 74017.837 1921 23 W P85 -2 44111.742 -.065 0 0 -6561.303 1922 23 WP86 -4 47618.5 -.004 0 0 -498.691 1923 23 W P87 -4 24859.302 0 0 0 -675.863 1924 23 W P88 -4 37409.091 -1541.04 -.003 0 58009.728 1925 23 W P89 -4 62079.859 -4143.864 0 0 61505.941 1926 23 W P90 -4 70936.431 -7961.585 .013 0 137862.929 1927 23 W P91 -4 72269.191 -6451.59 .01 0 131742.822 1928 23 W P92 -3 63746.36 -3652.207 0 0 17175.236 1929 23 W P93 -3 69221.541 -7001.17 .013 0 104142.256 1930 23 W P94 -3 70060.396 -6350.367 .013 0 110810.894 1931 23 W P95 -3 64231.686 -3989.757 .013 0 18989.048 1932 23 W P96 -3 71535.582 -5734.682 .008 0 114171.765 1933 23 W P97 27.417 5800.743 -.002 0 0 -160.777 1934 23 W P98 27.417 5203.05 -.011 0 0 3796.688 1935 23 W P99 27.417 9130.562 -.049 0 .001 3859.01 1936 23 WP100 27.417 8927.371 -.025 0 .001 4154.543 1937 23 WP101 27.417 5203.482 -.014 0 0 3800.205 1938 23 WP102 27.417 5804.639 -.002 0 0 -231.377 1939 24 WP1 0 52797.744 -2248.795 .01 .017 7182.54 1940 24 W P2 0 59163.196 -4446.075 -.009 -.012 77187.578 1941 24 W P3 0 60234.943 67.667 0 -.024 -6038.246 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 70 Page 224 of 352 Company Apr 19, 2019 IIIRISi4 Designer 10:24 Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear[lb] x-x Moment[lb-..z-z Moment b-... 19421 24 WP4 0 63336.02 -67.63 -.002 -.044 -5735.178 1943 24 W P5 0 71258.828 -4337.674 0 -.081 55630.643 1944 24 WP6 0 72003.157 -5243.953 0 -.094 93569.751 1945 24 WP7 0 75471.183 -4543.879 -.004 -.07 47790.209 1946 24 WP8 0 73976.786 -3581.416 0 -.033 21066.44 1947 24 W P9 0 85390.228 -2672.82 -.005 -.015 -41348.207 1948 24 WP10 0 73676.277 -2642.971 .002 0 34022.859 1949 24 WP11 0 69633.577 -3968.932 .009 .029 -8327.023 1950 24 WP12 0 79893.729 -9329.228 -.014 -.071 211859.109 1951 24 WP13 0 62922.959 62.223 -.002 -.043 7.078 1952 24 WP14 0 59772.977 -62.27 0 -.023 7599.634 1953 24 WP15 0 54962.807 -4429.657 -.001 -.007 144037.565 1954 24 WP16 0 78646.41 -2265.245 .001 .001 72299.696 1955 24 WP17 0 61283.427 -3761.413 .008 -.009 74630.275 1956 24 WP18 0 61940.138 -6963.293 0 -.014 123999.008 1957 24 WP19 0 65433.031 -5458.265 -.004 -.015 57370.393 1958 24 WP20 0 64871.931 -4641.835 .001 -.018 59797.772 1959 24 W P21 0 62213.881 -6564.859 .001 -.016 115748.214 1960 24 W P22 0 65448.316 -5004.203 -.004 -.015 51134.393 1961 24 W P23 0 64518.418 -4221.715 0 -.017 50265.82 1962 24 W P24 0 58449.194 -7506.297 .014 -.005 91928.76 1963 24 W P25 0 40963.309 -2702.673 -.019 .017 17929.28 1964 24 W P26 0 19391.798 0 0 0 -758.809 1965 24 W P27 0 45165.255 -.019 0 0 -727.129 1966 24 W P28 0 43101.675 -.112 0 0 -2301.261 1967 24 W P29 0 90158.53 2814.241 0 0 -56479.995 1968 24 W P31 0 58420.596 3783.913 -.012 0 -56826.41 1969 24 W P32 0 54905.421 6175.77 .011 -.011 -125672.077 1970 24 W P33 0 40210.749 1287.338 0 -.003 -34466.397 1971 24 W P38 0 46530.34 3365.063 -.014 .013 -38603.087 1972 24 W P39 0 55531.095 4519.649 .017 -.006 -21305.561 1973 24 W P40 0 51314.314 2662.831 -.003 -.007 -79204.847 1974 24 W P42 0 84204.591 3525.059 0 0 -103476.922 1975 24 W P43 0 40604.583 -.113 0 0 -5191.243 1976 24 WP44 0 42908.491 -.013 0 0 -1537.437 1977 24 W P45 0 21131.403 0 0 0 974.803 1978 24 WP46 0 38736.891 2439.08 -.013 .024 -19384.009 1979 24 W P47 0 55191.168 7534.758 .003 -.121 -111392.399 1980 24 W P48 0 62278.307 4158.993 -.002 -.064 -55938.478 1981 24 W P49 0 63371.613 5096.002 .004 -.017 -50239.634 1982 24 W P50 0 58266.279 6990.428 -.009 -.081 -123747.029 1983 24 W P51 0 62775.128 4465.193 .002 -.056 -62101.702 1984 24 WP52 0 63271.078 5284.234 -.006 -.043 -59085.849 1985 24 W P53 0 58513.989 7174.615 0 -.042 -134347.416 1986 24 WP54 0 58497.434 3681.098 .007 -.026 -78629.849 1987 24 WP49A -3 56255.263 -2248.507 -.006 0 12849.582 1988 24 WP50A -3 65507.823 -4446.052 .004 0 89873.272 1989 24 W P51 A -3 66650.039 67.656 .008 0 -8085.299 1990 24 WP52A -4.75 72510.793 -67.639 .009 0 -685.813 1991 24 W P53A -4.75 80085.57 -4335.752 .017 0 72866.477 1992 24 WP54A -4.75 79927.372 -5243.06 .02 0 110537.17 1993 24 W P55 -4.75 83410.062 -4543.166 .015 0 61388.371 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 71 Page 225 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 19941 24 W P56 -4.75 81616.204 -3580.842 .007 0 29874.854 1995 24 WP57 -4.75 64560.728 -163.255 .067 .09 -390607.273 1996 24 W P58 -4.75 81598.914 -2642.579 0 0 38688.521 1997 24 W P59 -4.75 77555.588 -3968.686 -.006 0 2681.198 1998 24 W P60 -4.75 88802.961 -9329.456 .015 0 258354.579 1999 24 W P61 -4.75 71894.842 62.236 .009 0 3627.718 2000 24 W P62 -2.75 66207.814 -62.256 .008 0 2041.743 2001 24 W P63 -2.75 61127.198 -4429.859 .002 0 160258.345 2002 24 W P64 -1 84781.104 -2265.024 -.001 0 79312.247 2003 24 WP65 -1 62940.713 -3761.293 .009 0 75911.784 2004 24 W P66 -1 63420.739 -6963.666 .014 0 125923.055 2005 24 W P67 -1 68136.979 -5458.288 .015 0 59468.607 2006 24 W P68 -1 67575.879 -4641.811 .018 0 61079.509 2007 24 W P69 -1 63688.786 -6565.261 .016 0 117263.604 2008 24 W P70 -1 68152.263 -5004.232 .015 0 52778.551 2009 24 W P71 -1 67222.366 -4221.712 .017 0 51127.458 2010 24 WP72 -1 59923.428 -7506.776 .005 0 94393.891 2011 24 W P73 -1 42234.29 -2702.777 -.017 0 20727.28 2012 24 WP74 -1 20580.671 0 0 0 1383.084 2013 24 W P75 -1 46452.871 -.009 0 0 -252.142 2014 24 W P76 -1 44119.018 -.045 0 0 -6549.292 2015 24 W P77 -1 94001.63 2813.601 0 0 -70514.82 2016 24 WP78 -1 60245.477 3783.837 0 0 -53388.953 2017 24 W P79 -1 57817.333 6176.016 .011 0 -127917.031 2018 24 W P80 -1 40510.258 1287.067 .003 0 -38671.97 2019 24 W P81 -1 46835.215 3364.895 -.013 0 -44896.547 2020 24 W P82 -1 57006.257 4519.287 .006 0 -30870.695 2021 24 W P83 -2 55464.459 2662.637 .004 0 -83266.456 2022 24 W P84 -2 90675.348 3524.521 0 0 -111708.675 2023 24 W P85 -2 44111.742 -.065 0 0 -6561.303 2024 24 W P86 -4 47618.5 -.004 0 0 -498.691 2025 24 W P87 -4 24859.302 0 0 0 -675.863 2026 24 W P88 -4 43214.985 2439.191 -.006 0 -24992.563 2027 24 W P89 -4 63379.197 7535.154 .03 0 -144280.964 2028 24 W P90 -4 70657.847 4159.034 .016 0 -68791.091 2029 24 W P91 -4 71751.153 5096.107 .004 0 -66840.537 2030 24 W P92 -3 64063.415 6990.856 .027 0 -144841.834 2031 24 W P93 -3 69351.837 4465.224 .019 0 -77377.19 2032 24 W P94 -3 69847.787 5284.314 .014 0 -76818.609 2033 24 W P95 -3 64311.386 7175.013 .014 0 -155991.884 2034 24 W P96 -3 64912.53 3681.047 .009 0 -91517.076 2035 24 W P97 27.417 5800.743 -.002 0 0 -160.777 2036 24 W P98 27.417 5203.05 -.011 0 0 3796.688 2037 24 W P99 27.417 9130.562 .019 0 .001 3858.699 2038 24 WP100 27.417 8927.371 .04 0 .001 4154.245 2039 24 WP101 27.417 5203.482 -.014 0 0 3800.205 2040 24 WP102 27.417 5804.639 -.002 0 0 -231.377 2041 26 WP1 0 85405.898 4855.531 -.004 -.032 -146977.535 2042 26 W P2 0 84084.073 1992.098 .002 -.021 -53367.49 2043 26 W P3 0 93530.66 117.103 -.002 -.067 -9618.226 2044 26 WP4 0 98394.845 -117.009 -.005 -.125 -8678.608 2045 26 W P5 0 128888.832 24956.069 -.035 -.226 -546313.487 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 72 Page 226 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 20461 26 WP6 0 105496.364 13927.071 .025 .262 -61914.127 2047 26 W P7 0 114479.559 10549.446 .006 .142 -107958.346 2048 26 WP8 0 116544.873 10099.09 .004 .117 -94905.043 2049 26 W P9 0 133828.371 23655.679 -.016 -.136 -464279.012 2050 26 WP10 0 110822.385 13465.943 -.004 -.322 -77251.733 2051 26 WP11 0 113299.746 15098.388 -.014 -.42 -208853.814 2052 26 WP12 0 105192.744 16427.359 .006 -.21 -292087.982 2053 26 WP13 0 97747.688 108.602 -.005 -.122 135.35 2054 26 WP14 0 92831.656 -108.72 -.001 -.062 12016.802 2055 26 WP15 0 89816.535 4292.009 -.016 -.092 -784.108 2056 26 WP16 0 112203.581 8035.44 .014 .033 -122631.095 2057 26 WP17 0 109833.116 14625.172 -.023 -.027 -264481.191 2058 26 WP18 0 96270.405 14260.303 .01 -.037 -122956.869 2059 26 WP19 0 101923.123 17435.942 -.011 -.04 -241418.741 2060 26 W P20 0 100267.566 18209.468 0 -.033 -223756.217 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26 W P57 -4.75 114308.108 26475.418 .238 .273 -974178.502 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 73 Page 227 of 352 Company Apr 19, 2019 IIIRISi4 Designer Checked Job Number Checkeded By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear[lb] x-x Moment[lb-..z-z Moment b-... 20981 26 W P58 -4.75 122727.467 13463.218 .068 0 -153052.932 2099 26 W P59 -4.75 125203.888 15094.328 .088 0 -292337.349 2100 26 W P60 -4.75 118580.35 16422.319 .044 0 -366817.357 2101 26 W P61 -4.75 111229.437 108.634 .026 0 5504.173 2102 26 WP62 -2.75 102501.071 -108.684 .022 0 3706.762 2103 26 W P63 -2.75 99079.56 4290.961 .034 0 -6515.479 2104 26 W P64 -1 121421.981 8035.449 -.033 0 -123532.595 2105 26 W P65 -1 112323.464 14624.157 .027 0 -282831.637 2106 26 W P66 -1 98495.256 14258.843 .037 0 -144788.579 2107 26 W P67 -1 105986.254 17435.628 .04 0 -263903.44 2108 26 W P68 -1 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WP4 0 98394.845 -117.009 -.005 -.125 -8678.608 2147 27 W P5 0 103059.937 -18314.769 .009 -.165 318256.025 2148 27 W P6 0 113129.166 -16607.505 -.011 -.372 223811.533 2149 27 WP7 0 117207.396 -14155.005 -.014 -.28 147511.738 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 74 Page 228 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment V b-... 21501 27 W P8 0 113132.335 -12096.532 -.002 -.144 85130.956 2151 27 WP9 0 130762.824 -15740.632 -.007 -.032 105790.82 2152 27 WP10 0 115231.964 -11217.948 .005 .117 104890.965 2153 27 WP11 0 105739.496 -14296.958 .023 .243 63076.324 2154 27 WP12 0 130289.757 -25756.866 -.037 -.262 551209.726 2155 27 WP13 0 97747.688 108.602 -.005 -.122 135.35 2156 27 WP14 0 92831.656 -108.72 -.001 -.062 12016.802 2157 27 WP15 0 82549.644 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117.075 .022 0 -12740.498 2194 27 WP52A -4.75 112181.47 -117.032 .026 0 -1017.975 2195 27 WP53A -4.75 116323.587 -18309.499 .035 0 400178.712 2196 27 WP54A -4.75 125036.62 -16603.311 .078 0 290750.423 2197 27 WP55 -4.75 129136.885 -14151.391 .059 0 202736.75 2198 27 W P56 -4.75 124611.833 -12093.668 .03 0 130253.135 2199 27 WP57 -4.75 92998.792 -11453.753 .074 .107 -443668.093 2200 27 WP58 -4.75 127137.046 -11215.335 -.025 0 146312.894 2201 27 WP59 -4.75 117643.638 -14294.865 -.051 0 119191.461 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 75 Page 229 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 22021 27 W P60 -4.75 143677.363 -25753.984 .055 0 676817.795 2203 27 W P61 -4.75 111229.437 108.634 .026 0 5504.173 2204 27 WP62 -2.75 102501.071 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P81 -1 78827.146 10008.801 -.039 0 -157718.597 2224 27 WP82 -1 87409.643 18042.658 .002 0 -209794.814 2225 27 W P83 -2 79942.809 10799.49 .01 0 -266292.536 2226 27 W P84 -2 139329.926 12012.394 -.001 0 -365488.328 2227 27 W P85 -2 66285.245 -.147 0 0 -9856.959 2228 27 W P86 -4 71554.733 -.01 0 0 -749.072 2229 27 WP87 -4 37355.245 0 0 0 -1015.597 2230 27 W P88 -4 69702.251 6484.217 -.008 0 -94203.526 2231 27 W P89 -4 98767.991 19534.904 .105 0 -359579.067 2232 27 W P90 -4 109166.216 14523.713 .045 0 -244560.879 2233 27 W P91 -4 110696.711 15614.739 .002 0 -236421.59 2234 27 WP92 -3 99455.155 17958.14 .111 0 -332647.248 2235 27 W P93 -3 107488.846 14579.064 .052 0 -241222.1 2236 27 W P94 -3 108003.077 15970.883 .044 0 -244382.724 2237 27 W P95 -3 99681.613 18587 .044 0 -358554.505 2238 27 W P96 -3 96093.943 11975.429 .012 0 -278958.907 2239 27 W P97 27.417 8716.584 -.004 0 0 -241.588 2240 27 W P98 27.417 7818.45 -.025 0 0 5705.195 2241 27 W P99 27.417 13720.191 .15 0 .003 5797.781 2242 27 WP100 27.417 13414.863 .193 0 .003 6241.831 2243 27 WP101 27.417 7819.099 -.031 0 0 5710.489 2244 27 WP102 27.417 8722.438 -.005 0 0 -347.675 2245 28 WP1 0 47867.745 4164.731 -.005 -.011 -109378.946 2246 28 W P2 0 45134.475 2682.84 .004 -.008 -60277.941 2247 28 W P3 0 50035.157 56.206 0 -.017 -5015.716 2248 28 WP4 0 52611.123 -56.18 -.001 -.03 -4763.973 2249 28 W P5 0 75258.549 23403.657 -.025 -.03 -494087.714 2250 28 W P6 0 54949.871 14546.179 .016 .128 -98917.521 2251 28 W P7 0 60939.292 11378.694 .005 .09 -116870.845 2252 28 W P8 0 63505.232 10565.689 .001 .07 -92240.921 2253 28 WP9 0 72827.436 21816.67 -.009 -.038 -382108.423 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 76 Page 230 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 22541 28 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-.019 234863.081 2291 28 WP53 0 48457.394 -14797.725 .011 -.026 151450.997 2292 28 W P54 0 60905.557 -14448.194 -.024 .01 264582.717 2293 28 W P49A -3 50739.791 4164.923 .004 0 -122769.572 2294 28 W P50A -3 50404.746 2682.834 .003 0 -68868.421 2295 28 W P51 A -3 55363.964 56.199 .006 0 -6716.132 2296 28 WP52A -4.75 60232.301 -56.186 .006 0 -569.628 2297 28 W P53A -4.75 82590.63 23400.782 .006 0 -608031.626 2298 28 W P54A -4.75 61532.253 14544.958 -.027 0 -174599.172 2299 28 W P55 -4.75 67533.855 11377.181 -.019 0 -177542.734 2300 28 WP56 -4.75 69851.042 10564.233 -.015 0 -149232.979 2301 28 WP57 -4.75 66646.65 23007.727 .151 .181 -648211.754 2302 28 WP58 -4.75 65175.488 12943.08 .031 0 -151633.91 2303 28 WP59 -4.75 69238.656 14907.152 .041 0 -252544.528 2304 28 W P60 -4.75 58150.691 18592.627 .019 0 -437881.008 2305 28 WP61 -4.75 59720.651 51.699 .006 0 3013.357 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 77 Page 231 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 2306 28 W P62 -2.75 54996.622 -51.713 .006 0 1695.937 2307 28 W P63 -2.75 56048.526 5077.331 .01 0 -64809.255 2308 28 W P64 -1 65152.636 7248.561 -.01 0 -127740.173 2309 28 W P65 -1 64662.941 13988.83 -.003 0 -272398.313 2310 28 W P66 -1 52855.193 15209.655 .012 0 -180247.963 2311 28 W P67 -1 56938.565 17162.664 .007 0 -249033.153 2312 28 W P68 -1 55796.659 17417.855 .006 0 -235709.311 2313 28 W P69 -1 52497.905 14467.924 .009 0 -159793.353 2314 28 W P70 -1 57591.71 17284.451 .008 0 -249408.144 2315 28 W P71 -1 56173.412 18881.719 .006 0 -261336.722 2316 28 W P72 -1 47446.355 15560.093 .005 0 -233378.802 2317 28 W P73 -1 23948.007 5337.158 .003 0 -118195.429 2318 28 W P74 -1 17095.677 0 0 0 1148.882 2319 28 W P75 -1 38586.851 -.006 0 0 -209.52 2320 28 W P76 -1 36648.198 -.031 0 0 -5440.725 2321 28 W P77 -1 78084.132 -12389.523 0 0 359961.132 2322 28 W P78 -1 37739.792 -11082.808 .005 0 233156.253 2323 28 WP79 -1 46539.648 -18697.913 .002 0 243823.409 2324 28 WP80 -1 47441.471 -9135.307 -.036 0 155776.189 2325 28 W P81 -1 25145.873 -7445.376 .02 0 151506.758 2326 28 WP82 -1 48783.382 -19951.008 .013 0 321696.026 2327 28 WP83 -2 58400.831 -12149.938 -.012 0 226136.551 2328 28 WP84 -2 75321.066 -11137.619 0 0 321008.599 2329 28 W P85 -2 36642.154 -.045 0 0 -5450.72 2330 28 W P86 -4 39555.101 -.003 0 0 -414.301 2331 28 W P87 -4 20649.794 0 0 0 -561.417 2332 28 W P88 -4 25103.641 -5373.91 -.002 0 133555.545 2333 28 WP89 -4 50230.914 -15454.004 -.022 0 262748.199 2334 28 W P90 -4 59210.852 -19079.576 .006 0 327066.567 2335 28 WP91 -4 60564.335 -17236.124 .007 0 313681.614 2336 28 W P92 -3 52625.928 -13980.408 -.016 0 180904.666 2337 28 W P93 -3 57365.947 -17608.996 .003 0 273202.774 2338 28 WP94 -3 58415.394 -17241.55 .006 0 285026.229 2339 28 WP95 -3 53273.098 -14797.509 .009 0 195744.32 2340 28 WP96 -3 66234.364 -14447.835 -.003 0 306394.403 2341 28 W P97 27.417 4818.484 -.001 0 0 -133.553 2342 28 W P98 27.417 4322 -.008 0 0 3153.775 2343 28 W P99 27.417 7584.454 -.112 0 0 3205.879 2344 28 WP100 27.417 7415.67 -.093 0 0 3451.37 2345 28 WP101 27.417 4322.359 -.01 0 0 3156.695 2346 28 WP102 27.417 4821.72 -.001 0 0 -192.198 2347 29 WP1 0 43441.473 -2493.546 .009 .01 17926.677 2348 29 WP2 0 49560.747 -4354.354 -.009 -.004 77015.952 2349 29 W P3 0 50035.157 56.206 0 -.017 -5015.716 2350 29 W P4 0 52611.123 -56.18 -.001 -.03 -4763.973 2351 29 WP5 0 49434.394 -19860.163 .015 -.081 370347.557 2352 29 WP6 0 62581.23 -15982.869 -.008 -.177 186756.432 2353 29 W P7 0 63666.956 -13320.847 -.007 -.121 138545.3 2354 29 W P8 0 60093.454 -11625.315 0 -.074 87755.945 2355 29 W P9 0 69761.9 -17571.789 -.002 .006 187843.486 2356 29 WP10 0 63003.15 -11734.787 .002 .094 98498.912 2357 29 WP11 0 55099.412 -14480.89 .015 .127 96662.089 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 78 Page 232 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 23581 29 WP12 0 75842.498 -23583.688 -.026 -.038 491792.89 2359 29 WP13 0 52268.007 51.69 -.002 -.029 5.819 2360 29 WP14 0 49651.418 -51.723 0 -.016 6312.696 2361 29 WP15 0 43661.812 -6991.601 .003 .001 185396.922 2362 29 WP16 0 67322.91 -5334.762 -.003 -.003 129832.731 2363 29 WP17 0 44054.717 -12595.831 .024 -.008 238175.21 2364 29 WP18 0 51355.387 -17403.136 -.005 -.008 249031.701 2365 29 WP19 0 54164.972 -16541.884 -.002 -.011 200815.321 2366 29 W P20 0 54072.972 -15629.686 .002 -.016 196431.773 2367 29 WP21 0 51903.914 -16478.719 -.002 -.011 227469.459 2368 29 W P22 0 53823.26 -16023.487 -.002 -.011 192906.029 2369 29 WP23 0 53408.084 -15897.934 .002 -.015 197502.376 2370 29 W P24 0 49841.227 -18298.411 .008 -.004 236856.957 2371 29 W P25 0 40189.847 -6441.673 -.027 .028 85642.569 2372 29 W P26 0 16108.12 0 0 0 -630.317 2373 29 W P27 0 37517.272 -.013 0 0 -604.075 2374 29 W P28 0 35803.124 -.077 0 0 -1912.02 2375 29 W P29 0 74891.765 11575.324 0 0 -300175.821 2376 29 WP31 0 56244.886 12065.885 -.025 .012 -212333.016 2377 29 W P32 0 46539.047 20074.094 .004 -.014 -309015.692 2378 29 WP33 0 24753.801 7469.483 .02 -.021 -140074.958 2379 29 W P38 0 47281.612 9218.66 -.031 .036 -144055.964 2380 29 WP39 0 45229.052 18622.035 .019 -.002 -220665.506 2381 29 W P40 0 34893.072 11219.176 .012 -.009 -232976.541 2382 29 W P42 0 69946.058 11750.567 0 0 -327833.695 2383 29 W P43 0 33728.874 -.078 0 0 -4312.638 2384 29 W P44 0 35642.653 -.009 0 0 -1277.15 2385 29 W P45 0 17553.152 0 0 0 809.736 2386 29 W P46 0 38149.471 6120.063 -.02 .06 -85096.729 2387 29 W P47 0 47181.648 18271.115 -.009 -.186 -256134.634 2388 29 W P48 0 51445.711 15921.005 0 -.054 -209146.719 2389 29 WP49 0 52107.774 16109.992 .021 -.003 -198470.37 2390 29 WP50 0 48726.051 16753.265 -.028 -.116 -236590.659 2391 29 W P51 0 52279.101 15502.425 .005 -.057 -202902.485 2392 29 W P52 0 52338.372 16355.788 -.003 -.033 -206162.823 2393 29 W P53 0 48687.557 17442.711 -.006 -.028 -257120.305 2394 29 W P54 0 41780.147 12741.969 .023 -.022 -247814.902 2395 29 W P49A -3 46313.519 -2493.352 -.003 0 24510.877 2396 29 W P50A -3 54831.018 -4354.332 .001 0 89536.967 2397 29 W P51 A -3 55363.964 56.199 .006 0 -6716.132 2398 29 W P52A -4.75 60232.301 -56.186 .006 0 -569.628 2399 29 WP53A -4.75 56766.474 -19858.997 .017 0 461887.594 2400 29 WP54A -4.75 69163.611 -15980.671 .037 0 256071.525 2401 29 W P55 -4.75 70261.518 -13318.983 .025 0 195180.192 2402 29 WP56 -4.75 66439.264 -11623.921 .015 0 136157.619 2403 29 W P57 -4.75 45341.022 -14915.607 0 .016 -117803.031 2404 29 WP58 -4.75 69584.22 -11733.281 -.02 0 147680.87 2405 29 WP59 -4.75 61679.963 -14479.747 -.027 0 158925.937 2406 29 W P60 -4.75 83243.1 -23580.704 .008 0 605612.549 2407 29 W P61 -4.75 59720.651 51.699 .006 0 3013.357 2408 29 W P62 -2.75 54996.622 -51.713 .006 0 1695.937 2409 29 W P63 -2.75 48782.367 -6991.692 0 0 207978.861 RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 79 Page 233 of 352 Company Apr 19, 2019 RISA Designer Checked AM ed Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Wall Panel Forces (Continued) LC Wall Label Elevation ft A)aal rlbI x Shear[lb] z Shear IIJ x-x Moment[lb-..z-z Moment b-... 24101 29 WP64 -1 72418.796 -5334.484 .003 0 139110.827 2411 29 WP65 -1 45431.369 -12595.707 .008 0 248711.044 2412 29 W P66 -1 52585.274 -17403.268 .008 0 262248.726 2413 29 W P67 -1 56411.051 -16541.855 .011 0 214566.074 2414 29 W P68 -1 56319.051 -15629.637 .016 0 209270.308 2415 29 WP69 -1 53129.068 -16478.912 .011 0 239753.611 2416 29 WP70 -1 56069.339 -16023.47 .011 0 206138.398 2417 29 WP71 -1 55654.163 -15897.902 .015 0 210609.176 2418 29 W P72 -1 51065.823 -18298.644 .004 0 250967.675 2419 29 W P73 -1 41245.608 -6441.294 -.028 0 92162.962 2420 29 W P74 -1 17095.677 0 0 0 1148.882 2421 29 W P75 -1 38586.851 -.006 0 0 -209.52 2422 29 W P76 -1 36648.198 -.031 0 0 -5440.725 2423 29 W P77 -1 78084.101 11573.592 0 0 -321070.51 2424 29 W P78 -1 57760.754 12065.196 -.012 0 -218399.724 2425 29 W P79 -1 48957.875 20074.126 .014 0 -325824.417 2426 29 W P80 -1 25002.593 7469.283 .021 0 -149968.547 2427 29 W P81 -1 47534.861 9217.569 -.036 0 -155706.195 2428 29 WP82 -1 46454.42 18621.685 .002 0 -243478.608 2429 29 W P83 -2 38340.459 11219.085 .004 0 -254365.025 2430 29 W P84 -2 75321.101 11748.977 0 0 -352314.088 2431 29 W P85 -2 36642.154 -.045 0 0 -5450.72 2432 29 WP86 -4 39555.101 -.003 0 0 -414.301 2433 29 W P87 -4 20649.794 0 0 0 -561.417 2434 29 W P88 -4 41869.275 6119.841 -.015 0 -106130.312 2435 29 W P89 -4 53983.171 18271.473 .046 0 -331503.159 2436 29 W P90 -4 58406.316 15921.147 .014 0 -269688.459 2437 29 W P91 -4 59068.379 16110.163 0 0 -259768.174 2438 29 W P92 -3 53541.538 16753.607 .039 0 -286953.018 2439 29 W P93 -3 57742.154 15502.528 .019 0 -250971.572 2440 29 W P94 -3 57801.425 16355.917 .011 0 -256792.076 2441 29 W P95 -3 53503.262 17443.01 .009 0 -309548.541 2442 29 WP96 -3 47108.954 12742.016 .007 0 -287572.77 2443 29 W P97 27.417 4818.484 -.001 0 0 -133.553 2444 29 W P98 27.417 4322 -.008 0 0 3153.775 2445 29 W P99 27.417 7584.454 .091 0 0 3204.945 2446 29 WP100 27.417 7415.67 .103 0 0 3450.472 2447 29 WP101 27.417 4322.359 -.01 0 0 3156.695 2448 29 WP102 27.417 4821.72 -.001 0 0 -192.198 Warning Log (By Combination) Message No Data to Print ... RISA-31D Version 17.0.2 [Q:\...\...\20_STR\NON_CAD\CALCs\2170892 Building B Shearwalls.r3d] Page 80 Company Apr 19, 2019 Designer 10:19 AM Page 234 of 352 Job Number Checked By: Model Name WP2: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : SOLID PANEL WALIO EINF©RCING ksi Total Length : 25.05 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 7.25 in Loc of r/f : Centered Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #6 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #5 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 13 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 16 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: 1.4e4 at 27.42 ft Min: -5046 at 13.71 ft Min: -6.Oe4 at 0 ft AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .021 Location : 0 ft Gov Pu : 88666.027 lb phi*Pn : 4.15215e+6lb Gov Mu : 0 lb-ft phi*Mn NC phi eff. : .65 Gov LC : 4 SHEAR DETAILS UC Max : .011 Location : 1.371 ft Gov Vu : -5045.566 lb phi*Vn : 480413.29 lb Vnmax : 1.10267e+6lb P V M Vc : 363882.278lb Vs : 276668.775 lb Max: 88666 at 0 ft Max: 2683 at 13.71 ft Max: 8.4e4 at 0 ft Gov LC : 27 DEFLECTION DETAILS Delta max : .003 in Deflection Ratio H/8871 Location : 27.417 ft Gov LC : 27 Page 80 Page 235 of 352 Company Apr 19, 2019 Designer 10:19 AM Job Number Checked By: Model Name WP2: R1 WALL SEGMENT SECTION PROPERTIES Total Length : 25.05 ft r : 72.602 in As Provided (H) : 7.056 in12 A : 2179.35 inA2 KL/r : 4.532 rho Provided (H) : .003 Igross : 1.641e+7 inA4 As min (H) : 4.771 inA2 Icracked : 1.149e+7 inA4 rho min (H) : .002 Cracked Mom, Mcr: 4.316e+6lb-ft As Provided (V : 10.161 inA2 rho Provided (V : .0047 As min (V : 3.269 inA2 rho min (V : .0015 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 4.532 .4 27.417 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram —Mn 7934908 P (lb) —Phi*Mn Cap. Line 60 DOOOO 40 DOOOO 2C DOOOO -6 9665 6000000 12000000 18000000 24008906147 M (lb-ft) CROSS SECTION DETAILING #6 13in oc Interior Face 7 4.93 in c Ln N n 2 in cover Exterior Face #5 @ 16in oc Page 81 Company Apr 19, 2019 Designer 10:19 AM Page 236 of 352 Job Number Checked By: Model Name WP2 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : SOLID PANEL WALIO EINF©RCING ksi Total Length : 25.05 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 7.25 in Loc of r/f : Centered Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #6 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #5 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer In? No Horz Bar Fy : 60 ksi In Icr Factor : .7 Transfer Out? No Steel E : 29000 ksi Out Icr Factor : .35 Group Wall? No N97 R1 25.05 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .021 4 .011 27 .003 27 .04 4 0 27 0 27 Page 82 Page 237 of 352 Company Apr 19, 2019 Designer 10:19 AM Job Number Checked By: Model Name WP2 REINFORCEMENT RESULTS Vertical Horizontal Diagonal Region Reinforcement Reinforcement Reinforcement R1 #6@13in oc ctr #5@16in oc ctr Page 83 Company Apr 19, 2019 Designer 10:20 AM Page 238 of 352 Job Number Checked By: Model Name WP5: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 2.85 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 6 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -1.1e4 at 27.42 f: Min: -8146 at 5.483 ft Min: -4.3e4 at 12.34 f AC1318-14 Code Check lb lb-ft AXIAL/BENDING DETAILS UC Max : .592 Location : 17.821 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : 57071.712 lb-ft phi*Mn : 96378.922 lb-ft phi eff. : .9 Gov LC : 27 SHEAR DETAILS UC Max : .111 Location : 12.338 ft Gov Vu : -8146.325 lb phi*Vn : 73265.986 lb Vnmax : 207647.8 lb P V M Vc : 37251.593 lb Vs : 60436.389 lb Max: 5.7e4 at 0 ft Max: 5813 at 24.68 ft Max: 5.7e4 at 0 ft Gov LC : 27 DEFLECTION DETAILS Delta max : .04 in Deflection Ratio H/680 Location : 27.417 ft Gov LC : 27 Page 84 Page 239 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP5: R1 WALL SEGMENT SECTION PROPERTIES Total Length : 2.85 ft r : 8.26 in As Provided (H) : 12.149 in12 A : 410.4 inA2 KL/r : 39.83 rho Provided (H) : .0031 Igross : 40001.688 inA4 As min (H) : 9.87 inA2 Icracked : 28001.182 inA4 rho min (H) : .0025 Cracked Mom, Mcr: 92468.161 lb-ft As Provided (V : 1.841 inA2 rho Provided (V : .0045 As min (V : 1.191 inA2 rho min (V : .0029 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 39.83 .53 27.417 3.3228e+6 1 57071.712 7734.662 57071.712 In-Plane Wall Interaction Diagram —Mn 1499548 P (lb) —Phi*Mn Cap. Line 12DO000 00000 00000 00000 i -1 0447 200000 400000 6609062 M (lb-ft) Page 85 Page 240 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP5: R1 CROSS SECTION DETAILING Interior Face 1 in cover N r-I 1 in cove 2 in cover Exterior Face #3 @ 6in oc Page 86 Company Apr 19, 2019 Designer 10:20 AM Page 241 of 352 Job Number Checked By: Model Name WP5: R3(In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 3.167 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 6 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -1.6e4 at 13.71 f Min: -1.1e4 at 13.71 f Min: -4.4e4 at 0 ft AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .313 Location : 0 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : 35136.587 lb-ft phi*Mn : 112134 lb-ft phi eff. : .9 Gov LC : 29 SHEAR DETAILS UC Max : .115 Location : 13.708 ft Gov Vu : 12830.3 lb phi*Vn : 111292.8421b Vnmax : 230744.064lb P I M Vc : 81231.845 lb Vs : 67158.612 lb Max: 2.5e4 at 13.71 f Max: 1.3e4 at 13.71 f Max: 3.5e4 at 0 ft Gov LC : 26 DEFLECTION DETAILS Delta max : .037 in Deflection Ratio H/742 Location : 27.417 ft Gov LC : 27 Page 87 Page 242 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP5: R3 WALL SEGMENT SECTION PROPERTIES Total Length : 3.167 ft r : 9.179 in As Provided (H) : 12.149 in12 A : 456.048 inA2 KL/r : 35.843 rho Provided (H) : .0031 Igross : 54889.33 inA4 As min (H) : 9.87 inA2 Icracked : 38422.531 inA4 rho min (H) : .0025 Cracked Mom, Mcr: 114182 lb-ft As Provided (V : 1.841 inA2 rho Provided (V : .004 As min (V : 1.324 inA2 rho min (V : .0029 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 35.843 .581 27.417 4.55946e+6 1 35136.587 1108.375 35136.587 In-Plane Wall Interaction Diagram —Mn P (lb) —Phi*Mn Cap. Line 12DO000 00000 00000 -1 0447 200000 400000 600000 736572 M (lb-ft) Page 88 Page 243 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP5: R3 CROSS SECTION DETAILING Interior Face 1 in cover N r-I 1 in cover 2 in cover Exterior Face #3 @ 6in oc Page 89 Company Apr 19, 2019 Designer 10:20 AM Page 244 of 352 Job Number Checked By: Model Name WP5: R5(In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 3.5 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 6 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -3024 at 24.68 ft Min: -1.4e4 at 27.42 f Min: -6.1e4 at 0 ft AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .28 Location : 16.45 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : -60671.88 lb-ft phi*Mn : 216355 lb-ft phi eff. : .9 Gov LC : 26 SHEAR DETAILS UC Max : .123 Location : 27.417 ft Gov Vu : 14621.211 lb phi*Vn : 118779.0971b Vnmax : 255006.071lb P V M Vc : 84152.003 lb Vs : 74220.126 lb Max: 7.8e4 at Oft Max: 1.6e4 at 5.483 f Max: 45841 at 6.854 Gov LC : 26 DEFLECTION DETAILS Delta max : .037 in Deflection Ratio H/742 Location : 27.417 ft Gov LC : 27 Page 90 Page 245 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP5: R5 WALL SEGMENT SECTION PROPERTIES Total Length : 3.5 ft r : 10.144 in As Provided (H) : 12.149 in12 A : 504 inA2 KL/r : 32.433 rho Provided (H) : .0031 Igross : 74088 inA4 As min (H) : 9.87 inA2 Icracked : 51861.6 inA4 rho min (H) : .0025 Cracked Mom, Mcr: 139456 lb-ft As Provided (V : 2.454 inA2 rho Provided (V : .0049 As min (V : 1.463 inA2 rho min (V : .0029 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 32.433 .568 27.417 6.15422e+6 1 -60671.88 12159.269 -60671.88 In-Plane Wall Interaction Diagram —Mn 1852517 P (lb) —Phi*Mn Cap. Line 16DO000 12DO000 00000 00000 -1 7262 0 200000 400000 600000 8006(9®952 M (lb-ft) Page 91 Page 246 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP5: R5 CROSS SECTION DETAILING Interior Face #5 12in oc 1 in cover 12.69 in N r-I 1 in cover 2 in cover Exterior Face #3 @ 6in oc Page 92 Company Apr 19, 2019 Designer 10:20 AM Page 247 of 352 Job Number Checked By: Model Name WP5 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 24.85 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer In? No Horz Bar Fy : 60 ksi In Icr Factor : .7 Transfer Out? No Steel E : 29000 ksi Out Icr Factor : .35 Group Wall? No N103 N106 R2 R4 R5 R3 R1 Ll LE X N9 N12 24.85 ft Page 93 Page 248 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP5 REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .592 27 .111 27 .04 27 .101 27 0 26 0 26 R2 .084 27 .112 27 .006 26 0 26 0 26 0 26 R3 .313 29 .115 26 .037 27 .045 26 0 13 0 26 R4 .101 26 .229 26 .021 27 0 27 0 27 0 26 R5 .28 26 .123 26 .037 27 .105 26 0 27 0 26 REINFORCEMENT RESULTS Vertical Horizontal Diagonal Region Reinforcement Reinforcement Reinforcement R1 #5@12in oc e.f. #3@6in oc e.f. R2 #5@12in oc e.f. #3@10in oc e.f. R3 #5@12in oc e.f. #3@6in oc e.f. R4 #5@12in oc e.f. #3@8in oc e.f. R5 #5@12in oc e.f. #3@6in oc e.f. Page 94 Company Apr 19, 2019 Designer 10:20 AM Page 249 of 352 Job Number Checked By: Model Name WP7: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 1.7 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 8 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -9315 at 27.42 ft Min: -3726 at 4.113 ft Min: -1.7e4 at 9.596 f AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .338 Location : 17.821 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : -17068.124lb-ft phi*Mn : 50502.647 lb-ft phi eff. : .9 Gov LC : 27 SHEAR DETAILS UC Max : .105 Location : 8.225 ft Gov Vu : -3726.397 lb phi*Vn : 35528.266 lb Vnmax : 123860.091lb P I M Vc : 20333.69 lb Vs : 27037.332 lb Max: 5.3e4 at 0 ft Max: 2124 at 10.97 ft Max: 1.6e4 at 0 ft Gov LC : 27 DEFLECTION DETAILS Delta max : .028 in Deflection Ratio H/986 Location : 27.417 ft Gov LC : 27 Page 95 Page 250 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP7: R1 WALL SEGMENT SECTION PROPERTIES Total Length : 1.7 ft r : 4.927 in As Provided (H) : 9.498 in12 A : 244.8 inA2 KL/r : 66.774 rho Provided (H) : .0024 Igross : 8489.664 inA4 As min (H) : 7.896 inA2 Icracked : 5942.765 inA4 rho min (H) : .002 Cracked Mom, Mcr: 32900.337 lb-ft As Provided (V : 1.227 inA2 rho Provided (V : .005 As min (V : .294 inA2 rho min (V : .0012 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 66.774 .414 27.417 705205.633 1 -17068.124 5276.014 -17068.124 In-Plane Wall Interaction Diagram —Mn 01779 P (lb) —Phi*Mn —Cap. Line 00000 00000 00000 00000 3631 0 50000 100000 150000 2000M 145 M (lb-ft) Page 96 Page 251 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP7: R1 CROSS SECTION DETAILING Interior Face 1 in cover N r-I 1 in cover 2 in cover Exterior Face #3 @ 8in oc Page 97 Company Apr 19, 2019 Designer 10:20 AM Page 252 of 352 Job Number Checked By: Model Name WP7: R3(In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 3.5 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 8 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -60.61 at 17.82 f Min: -1.1e4 at 4.113 f Min: -4.8e4 at 9.596 f AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .24 Location : 0 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : 51067.112 lb-ft phi*Mn : 212903 lb-ft phi eff. : .9 Gov LC : 27 SHEAR DETAILS UC Max : .121 Location : 9.596 ft Gov Vu : -9584.27 lb phi*Vn : 79159.304lb Vnmax : 255006.071lb P V M Vc : 49880.644 lb Vs : 55665.095 lb Max: 2.2e4 at 0 ft Max: 8162 at 4.113 ft Max: 5.1 e4 at 0 ft Gov LC : 27 DEFLECTION DETAILS Delta max : .023 in Deflection Ratio H/1206 Location : 27.417 ft Gov LC : 27 Page 98 Page 253 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP7: R3 WALL SEGMENT SECTION PROPERTIES Total Length : 3.5 ft r : 10.144 in As Provided (H) : 9.498 in12 A : 504 inA2 KL/r : 32.433 rho Provided (H) : .0024 Igross : 74088 inA4 As min (H) : 7.896 inA2 Icracked : 51861.6 inA4 rho min (H) : .002 Cracked Mom, Mcr: 139456 lb-ft As Provided (V : 2.454 inA2 rho Provided (V : .0049 As min (V : .605 inA2 rho min (V : .0012 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 32.433 .593 27.417 6.15422e+6 1 51067.112 3014.351 51067.112 In-Plane Wall Interaction Diagram —Mn 1852517 P (lb) —Phi*Mn Cap. Line 16DO000 12DO000 00000 00000 -1 7262 0 200000 400000 600000 8006(90952 M (lb-ft) Page 99 Page 254 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP7: R3 CROSS SECTION DETAILING Interior Face #5 12in oc 1 in cover 12.69 in N r-I 1 in cover 2 in cover Exterior Face #3 @ 8in oc Page100 Company Apr 19, 2019 Designer 10:20 AM Page 255 of 352 Job Number Checked By: Model Name WP7: R5(In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 1.75 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 6 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -7039 at 27.42 ft Min: -9102 at 27.42 ft Min: -15757 at 0 ft AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .302 Location : 19.192 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : -15756.987 1 b-ft phi*Mn : 52159.347 lb-ft phi eff. : .9 Gov LC : 26 SHEAR DETAILS UC Max : .149 Location : 27.417 ft Gov Vu : -9101.777 lb phi*Vn : 61061.269 lb Vnmax : 127503.035lb P V M Vc : 44304.962 lb Vs : 37110.063 lb Max: 5.2e4 at 0 ft Max: 6888 at 27.42 ft Max: 1.6e4 at 9.596 f Gov LC : 27 DEFLECTION DETAILS Delta max : .023 in Deflection Ratio H/1187 Location : 27.417 ft Gov LC : 26 Page 101 Page 256 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP7: R5 WALL SEGMENT SECTION PROPERTIES Total Length : 1.75 ft r : 5.072 in As Provided (H) : 12.149 in12 A : 252 inA2 KL/r : 64.866 rho Provided (H) : .0031 Igross : 9261 inA4 As min (H) : 9.87 inA2 Icracked : 6482.7 inA4 rho min (H) : .0025 Cracked Mom, Mcr: 34864.111 lb-ft As Provided (V : 1.227 inA2 rho Provided (V : .0049 As min (V : .732 inA2 rho min (V : .0029 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 64.866 .411 27.417 769277.72 1 -15756.987 5183.562 -15756.987 In-Plane Wall Interaction Diagram —Mn 26259 P (lb) —Phi*Mn —Cap. Line 00000 00000 00000 00000 3631 0 50000 100000 150000 20000(232930 M (lb-ft) Page102 Page 257 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP7: R5 CROSS SECTION DETAILING Interior Face 1 in cover N r-I 1 in cover 2 in cover Exterior Face #3 @ 6in oc Page103 Company Apr 19, 2019 Designer 10:20 AM Page 258 of 352 Job Number Checked By: Model Name WP7 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 24.95 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer In? No Horz Bar Fy : 60 ksi In Icr Factor : .7 Transfer Out? No Steel E : 29000 ksi Out Icr Factor : .35 Group Wall? No N108 R2 R5 R3 R1 >1 N13 N14 24.95 ft Page 104 Page 259 of 352 Company Apr 19, 2019 Designer 10:20 AM Job Number Checked By: Model Name WP7 REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .338 27 .105 27 .028 27 .142 14 .001 27 0 27 R2 .093 27 .092 27 .003 26 0 27 0 27 0 27 R3 .24 27 .121 27 .023 27 .029 14 0 13 0 27 R4 .055 26 .072 26 .006 27 0 27 0 27 0 27 R5 .302 26 .149 27 .023 26 .139 13 0 27 0 27 REINFORCEMENT RESULTS Vertical Horizontal Diagonal Region Reinforcement Reinforcement Reinforcement R1 #5@12in oc e.f. #3@8in oc e.f. R2 #5@12in oc e.f. #3@10in oc e.f. R3 #5@12in oc e.f. #3@8in oc e.f. R4 #5@12in oc e.f. #3@10in oc e.f. R5 #5@12in oc e.f. #3@6in oc e.f. Page105 Company Apr 19, 2019 Designer 10:21 AM Page 260 of 352 Job Number Checked By: Model Name WP16: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 3.35 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 8 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -44.70 at 27.42 f Min: -1.8e4 at 2.742 f: Min: -30286 at 6.854 it AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .454 Location : 15.079 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : 92170.083 lb-ft phi*Mn : 202970 lb-ft phi eff. : .9 Gov LC : 27 SHEAR DETAILS UC Max : .164 Location : 5.483 ft Gov Vu : -17937.1 lb phi*Vn : 109657.62 lb Vnmax : 244084.525lb P V M Vc : 92929.122 lb Vs : 53281.038 lb Max: 6.6e4 at Oft Max: 425.7 at 27.42 f Max: 9.2e4 at 0 ft Gov LC : 27 DEFLECTION DETAILS Delta max : .007 in Deflection Ratio H/3797 Location : 27.417 ft Gov LC : 27 Page106 Page 261 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP16: R1 WALL SEGMENT SECTION PROPERTIES Total Length : 3.35 ft r : 9.71 in As Provided (H) : 9.498 in12 A : 482.414 inA2 KL/r : 33.884 rho Provided (H) : .0024 Igross : 64970.626 inA4 As min (H) : 7.896 inA2 Icracked : 45479.438 inA4 rho min (H) : .002 Cracked Mom, Mcr: 127767 lb-ft As Provided (V : 2.454 inA2 rho Provided (V : .0051 As min (V : .579 inA2 rho min (V : .0012 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 33.884 .598 27.417 5.39687e+6 1 92170.083 9888.629 92170.083 In-Plane Wall Interaction Diagram —Mn 1779126 P (lb) —Phi*Mn Cap. Line 16DO000 12DO000 00000 00000 -1 7262 0 200000 400000 600000 800903 M (lb-ft) Page107 Page 262 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP16: R1 CROSS SECTION DETAILING Interior Face #5 12in oc 1 in cover 11.79 in 777777 r-I 1 in cover 2 in cover Exterior Face #3 @ 8in oc Page108 Company Apr 19, 2019 Designer 10:21 AM Page 263 of 352 Job Number Checked By: Model Name WP16: R3(In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 5.333 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 8 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -8960 at 6.854 ft Min: -1784 at 2.742 ft Min: -1.1e4 at 6.854 f AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .034 Location : 6.854 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : 16829.733 lb-ft phi*Mn : 493004.25 lb-ft phi eff. : .9 Gov LC : 26 SHEAR DETAILS UC Max : .02 Location : 6.854 ft Gov Vu : 2752.731 lb phi*Vn : 137464.2651b Vnmax : 388578.25 lb P V M Vc : 98463.215 lb Vs : 84822.472 lb Max: 4259 at 20.56 ft Max: 2807 at 2.742 ft Max: 1.7e4 at 6.854 f Gov LC : 26 DEFLECTION DETAILS Delta max : .005 in Deflection Ratio H/5543 Location : 27.417 ft Gov LC : 27 Page109 Page 264 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP16: R3 WALL SEGMENT SECTION PROPERTIES Total Length : 5.333 ft r : 15.457 in As Provided (H) : 9.498 in12 A : 767.995 inA2 KL/r : 21.284 rho Provided (H) : .0024 Igross : 262139 inA4 As min (H) : 7.896 inA2 Icracked : 183497 inA4 rho min (H) : .002 Cracked Mom, Mcr: 323813 lb-ft As Provided (V : 3.682 inA2 rho Provided (V : .0048 As min (V : .922 inA2 rho min (V : .0012 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 21.284 .4 27.417 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram —Mn 2819560 P (lb) —Phi*Mn Cap. Line 24 DOOOO 18DO000 12DO000 00000 -2 0893 0 400000 800000 1'200000 1600000 1'999362 M (lb-ft) Page110 Page 265 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP16: R3 CROSS SECTION DETAILING Interior Face #5 12in oc 1 in cover 11.69 in N r-I 1 in cover 2 in cover Exterior Face #3 @ 8in oc Page111 Company Apr 19, 2019 Designer 10:21 AM Page 266 of 352 Job Number Checked By: Model Name WP16: R5(In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 3.5 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 8 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -6510 at 27.42 ft Min: -486.0 at 27.42 f Min: -9.1e4 at 0 ft AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .423 Location : 13.708 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : -91421.071 lb-ft phi*Mn : 216355 lb-ft phi eff. : .9 Gov LC : 26 SHEAR DETAILS UC Max : .16 Location : 5.483 ft Gov Vu : 18174.813 lb phi*Vn : 113526.5841b Vnmax : 255006.071lb P V M Vc : 95703.684lb Vs : 55665.095 lb Max: 6.2e4 at Oft Max: 1.8e4 at 2.742 f Max: 3.2e4 at 6.854 f Gov LC : 26 DEFLECTION DETAILS Delta max : .006 in Deflection Ratio H/4762 Location : 27.417 ft Gov LC : 26 Page112 Page 267 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP16: R5 WALL SEGMENT SECTION PROPERTIES Total Length : 3.5 ft r : 10.144 in As Provided (H) : 9.498 in12 A : 504 inA2 KL/r : 32.433 rho Provided (H) : .0024 Igross : 74088 inA4 As min (H) : 7.896 inA2 Icracked : 51861.6 inA4 rho min (H) : .002 Cracked Mom, Mcr: 139456 lb-ft As Provided (V : 2.454 inA2 rho Provided (V : .0049 As min (V : .605 inA2 rho min (V : .0012 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 32.433 .536 27.417 6.15422e+6 1 -91421.071 9549.444 -91421.071 In-Plane Wall Interaction Diagram —Mn 1852517 P (lb) —Phi*Mn Cap. Line 16DO000 12DO000 00000 00000 -1 7262 0 200000 400000 600000 8006(90952 M (lb-ft) Page113 Page 268 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP16: R5 CROSS SECTION DETAILING Interior Face #5 12in oc 1 in cover 12.69 in N r-I 1 in cover 2 in cover Exterior Face #3 @ 8in oc Page114 Company Apr 19, 2019 Designer 10:21 AM Page 269 of 352 Job Number Checked By: Model Name WP16 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 24.85 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer In? No Horz Bar Fy : 60 ksi In Icr Factor : .7 Transfer Out? No Steel E : 29000 ksi Out Icr Factor : .35 Group Wall? No N115 N112 R4 R5 R3 R1 Ll -x x N21 N18 24.85 ft Page115 Page 270 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP16 REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .454 27 .164 27 .007 27 .089 27 0 13 0 26 R2 .066 27 .109 27 .003 27 .002 21 0 13 0 26 R3 .034 26 .02 26 .005 27 .006 14 0 13 0 26 R4 .062 26 .113 26 .003 27 0 14 0 26 0 26 R5 .423 26 .16 26 .006 26 .083 26 0 26 0 26 REINFORCEMENT RESULTS Vertical Horizontal Diagonal Region Reinforcement Reinforcement Reinforcement R1 #5@12in oc e.f. #3@8in oc e.f. R2 #5@12in oc e.f. #3@8in oc e.f. R3 #5@12in oc e.f. #3@8in oc e.f. R4 #5@12in oc e.f. #3@8in oc e.f. R5 #5@12in oc e.f. #3@8in oc e.f. Page116 Company Apr 19, 2019 Designer 10:21 AM Page 271 of 352 Job Number Checked By: Model Name WP22: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : SOLID PANEL WALIO EINF©RCING ksi Total Length : 24.9 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 7.25 in Loc of r/f : Centered Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #6 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #5 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 13 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 16 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: 4.2e4 at 27.42 ft Min: -1.6e4 at 13.71 f: Min: -2.5e5 at 27.42 f AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .042 Location : 27.417 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : 244929 lb-ft phi*Mn : 5.8469e+6lb-ft phi eff. : .9 Gov LC : 28 SHEAR DETAILS UC Max : .037 Location : 5.483 ft Gov Vu : 17845.761 lb phi*Vn : 477536.5641b Vnmax : 1.09607e+6lb P I M Vc : 361703.343 lb Vs : 275012.076 lb Max: 113466 at 0 ft Max: 1.8e4 at 13.71 f Max: 244929 at 27.42 ft Gov LC : 26 DEFLECTION DETAILS Delta max : .009 in Deflection Ratio H/3189 Location : 27.417 ft Gov LC : 26 Page117 Page 272 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP22: R1 WALL SEGMENT SECTION PROPERTIES Total Length : 24.9 ft r : 72.167 in As Provided (H) : 7.056 in12 A : 2166.3 inA2 KL/r : 4.559 rho Provided (H) : .003 Igross : 1.612e+7 inA4 As min (H) : 4.771 inA2 Icracked : 1.128e+7 inA4 rho min (H) : .002 Cracked Mom, Mcr: 4.2644e+6 lb-ft As Provided (V : 10.161 inA2 rho Provided (V : .0047 As min (V : 3.249 inA2 rho min (V : .0015 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 4.559 .4 27.417 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram —Mn 7940538 P (lb) —Phi*Mn Cap. Line 60 DOOOO 40 DOOOO 2000000 -- i -H -6 9665 6000000 12000000 18000000 24(780 M (lb-ft) CROSS SECTION DETAILING #6 13in oc Interior Face 7 4.03 in c Ln \77 n 2 in cover Exterior Face #5 @ 16in oc Page118 Company Apr 19, 2019 Designer 10:21 AM Page 273 of 352 Job Number Checked By: Model Name WP22 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : SOLID PANEL WALIO EINF©RCING ksi Total Length : 24.9 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 7.25 in Loc of r/f : Centered Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #6 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #5 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer In? No Horz Bar Fy : 60 ksi In Icr Factor : .7 Transfer Out? No Steel E : 29000 ksi Out Icr Factor : .35 Group Wall? No N137 N138 R1 N43 24.9 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .042 28 .037 26 .009 26 .051 13 0 9 0 13 Page119 Page 274 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP22 REINFORCEMENT RESULTS Vertical Horizontal Diagonal Region Reinforcement Reinforcement Reinforcement R1 #6@13in oc ctr #5@16in oc ctr Page120 Company Apr 19, 2019 Designer 10:21 AM Page 275 of 352 Job Number Checked By: Model Name WP29: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 7.583 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 8 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: 2.Oe4 at 27.42 ft Min: -3.1e4 at 2.742 f Min: -7.2e4 at 20.56 f AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .159 Location : 0 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : 149534 lb-ft phi*Mn : 941812.83 lb-ft phi eff. : .9 Gov LC : 24 SHEAR DETAILS UC Max : .128 Location : 6.854 ft Gov Vu : -30559.3671b phi*Vn : 237862.1991b Vnmax : 552488.866lb P I M Vc : 196547.195lb Vs : 120602.404 lb Max: 8.3e4 at 0 ft Max: 3838 at 17.82 ft Max: 289506 at 0 ft Gov LC : 26 DEFLECTION DETAILS Delta max : .015 in Deflection Ratio H/1835 Location : 27.417 ft Gov LC : 26 Page 121 Page 276 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP29: R1 WALL SEGMENT SECTION PROPERTIES Total Length : 7.583 ft r : 21.978 in As Provided (H) : 9.498 in12 A : 1091.952 in12 KL/r : 14.97 rho Provided (H) : .0024 Igross : 753472 in14 As min (H) : 7.896 in12 Icracked : 527430 in14 rho min (H) : .002 Cracked Mom, Mcr: 654612.98 lb-ft As Provided (V : 4.909 in12 rho Provided (V : .0045 As min (V : 1.31 in12 rho min (V : .0012 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 14.97 .595 27.417 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram —Mn 3990471 P (lb) —Phi*Mn Cap. Line 32DO000 24 DOOOO 16DO000 00000 - -2 4524 800000 1600000 2400000 3200000 3962824 M (lb-ft) Page122 Page 277 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP29: R1 CROSS SECTION DETAILING Interior Face #5 12in oc 1 in cover 13.19 in N r-I 1 in cover 2 in cover Exterior Face #3 @ 8in oc Page123 Company Apr 19, 2019 Designer 10:21 AM Page 278 of 352 Job Number Checked By: Model Name WP29: R3(In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 7 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 12 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 8 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: 1.8e4 at 27.42 ft Min: -3833 at 17.82 ft Min: -2.6e5 at 0 ft AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .12 Location : 1.371 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : -112173 lb-ft phi*Mn : 937009 lb-ft phi eff. : .9 Gov LC : 23 SHEAR DETAILS UC Max : .134 Location : 6.854 ft Gov Vu : 29380.537 lb phi*Vn : 220061.4561b Vnmax : 510012.141lb P V M Vc : 182085.085lb Vs : 111330.19 lb Max: 7.9e4 at 0 ft Max: 2.9e4 at 2.742 f Max: 6.9e4 at 20.56 f Gov LC : 27 DEFLECTION DETAILS Delta max : .015 in Deflection Ratio H/1776 Location : 27.417 ft Gov LC : 27 Page 124 Page 279 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP29: R3 WALL SEGMENT SECTION PROPERTIES Total Length : 7 ft r : 20.288 in As Provided (H) : 9.498 in12 A : 1008 inA2 KL/r : 16.217 rho Provided (H) : .0024 Igross : 592704 inA4 As min (H) : 7.896 inA2 Icracked : 414892.8 inA4 rho min (H) : .002 Cracked Mom, Mcr: 557826 lb-ft As Provided (V : 4.295 inA2 rho Provided (V : .0043 As min (V : 1.21 inA2 rho min (V : .0012 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 16.217 .596 27.417 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram —Mn 3670305 P (lb) —Phi*Mn —Cap. Line 3 0000 24 DOOOO 16DO000 00000 -2 770g 700000 1400000 2100000 28000003427936 M (lb-ft) Page125 Page 280 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP29: R3 CROSS SECTION DETAILING Interior Face #5 12in oc 1 in cover 3.69 in N r-I 1 in cover 2 in cover Exterior Face #3 @ 8in oc Page126 Company Apr 19, 2019 Designer 10:21 AM Page 281 of 352 Job Number Checked By: Model Name WP29 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : WALL PEIR REIFO GtN2a f'c : 4 ksi Total Length : 28.083 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 12 in Loc of r/f Each Face Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #5 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #3 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer In? No Horz Bar Fy : 60 ksi In Icr Factor : .7 Transfer Out? No Steel E : 29000 ksi Out Icr Factor : .35 Group Wall? No N174 N175 R3 R1 N80 N81 28.08 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .159 24 .128 26 .015 26 .055 26 0 13 0 13 R2 .018 26 .04 27 .001 26 0 13 0 13 0 13 R3 .12 23 .134 27 .015 27 .06 27 0 14 0 14 Page127 Page 282 of 352 Company Apr 19, 2019 Designer 10:21 AM Job Number Checked By: Model Name WP29 REINFORCEMENT RESULTS Vertical Horizontal Diagonal Region Reinforcement Reinforcement Reinforcement R1 #5@12in oc e.f. #3@8in oc e.f. R2 #5@12in oc e.f. #3@8in oc e.f. R3 #5@12in oc e.f. #3@8in oc e.f. Page128 Company Apr 19, 2019 Designer 10:22 AM Page 283 of 352 Job Number Checked By: Model Name WP31 : R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : SOLID PANEL WALIO EINF©RCING ksi Total Length : 20.504 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 7.25 in Loc of r/f : Centered Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #6 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #5 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 13 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 16 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -1213 at 27.42 ft Min: -11083 at 13.71 t Min: -2.1e5 at 0 ft AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .055 Location : 0 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : 216075 lb-ft phi*Mn : 3.917e+6lb-ft phi eff. : .9 Gov LC : 28 SHEAR DETAILS UC Max : .032 Location : 9.596 ft Gov Vu : 12509.359 lb phi*Vn : 393233.1411b Vnmax : 902572.433lb P V M Vc : 297848.903 lb Vs : 226461.952 lb Max: 9.6e4 at 0 ft Max: 1.3e4 at 13.71 f Max: 217865 at 0 ft Gov LC : 27 DEFLECTION DETAILS Delta max : .012 in Deflection Ratio H/2232 Location : 27.417 ft Gov LC : 26 Page129 Page 284 of 352 Company Apr 19, 2019 Designer 10:22 AM Job Number Checked By: Model Name WP31 : R1 WALL SEGMENT SECTION PROPERTIES Total Length : 20.504 ft r : 59.427 in As Provided (H) : 7.056 in12 A : 1783.865 in12 KL/r : 5.536 rho Provided (H) : .003 Igross : 9e+6 in14 As min (H) : 4.771 in12 Icracked : 6.2998e+6 in14 rho min (H) : .002 Cracked Mom, Mcr: 2.892e+6lb-ft As Provided (V : 8.394 in12 rho Provided (V : .0047 As min (V : 2.676 in12 rho min (V : .0015 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 5.536 .451 27.417 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram —Mn 6540240 P (lb) —Phi*Mn Cap. Line 6C DOOOO 4C DOOOO 2C DOOOO -5 3637 4000000 8000000 12000000 16009@00023 M (lb-ft) CROSS SECTION DETAILING #6 13in oc Interior Face 3.65 in c Ln N n 2 in cover Exterior Face #5 @ 16in oc Page130 Company Apr 19, 2019 Designer 10:22 AM Page 285 of 352 Job Number Checked By: Model Name WP31 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : SOLID PANEL WALIO EINF©RCING ksi Total Length : 20.504 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 7.25 in Loc of r/f : Centered Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #6 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #5 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer In? No Horz Bar Fy : 60 ksi In Icr Factor : .7 Transfer Out? No Steel E : 29000 ksi Out Icr Factor : .35 Group Wall? No N176 R1 N82 20.5 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .055 28 .032 27 .012 26 .052 27 0 27 0 27 Page 131 Page 286 of 352 Company Apr 19, 2019 Designer 10:22 AM Job Number Checked By: Model Name WP31 REINFORCEMENT RESULTS Vertical Horizontal Diagonal Region Reinforcement Reinforcement Reinforcement R1 #6@13in oc ctr #5@16in oc ctr Page132 Company Apr 19, 2019 Designer 10:22 AM Page 287 of 352 Job Number Checked By: Model Name WP33: R1 (In-Plane) CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : SOLID PANEL WALIO EINF©RCING ksi Total Length : 14.733 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 7.25 in Loc of r/f : Centered Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #6 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #5 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Vert Bar Spac : 13 in Horz Bar Fy : 60 ksi Icr Factor : .7 Horz Bar Spac : 16 in Steel E : 29000 ksi Group Wall? No ENVELOPE DIAGRAMS Min: -2702 at 27.42 ft Min: -9882 at 13.71 ft Min: -1.4e5 at 0 ft AC1318-14 Code Check lb lb lb-ft AXIAL/BENDING DETAILS UC Max : .065 Location : 0 ft Gov Pu : 0 lb phi*Pn NC Gov Mu : 149065 lb-ft phi*Mn : 2.282e+6lb-ft phi eff. : .9 Gov LC : 28 SHEAR DETAILS UC Max : .035 Location : 15.079 ft Gov Vu : -9881.613 lb phi*Vn : 282552.0561b Vnmax : 648530.528lb P V M Vc : 214015.074 lb Vs : 162721 lb Max: 7.8e4 at 0 ft Max: 7469 at 13.71 ft Max: 152860 at 0 ft Gov LC : 26 DEFLECTION DETAILS Delta max : .015 in Deflection Ratio H/1801 Location : 27.417 ft Gov LC : 27 Page133 Page 288 of 352 Company Apr 19, 2019 Designer 10:22 AM Job Number Checked By: Model Name WP33: R1 WALL SEGMENT SECTION PROPERTIES Total Length : 14.733 ft r : 42.7 in As Provided (H) : 7.056 in12 A : 1281.771 in12 KL/r : 7.705 rho Provided (H) : .003 Igross : 3.339e+6 in14 As min (H) : 4.771 in12 Icracked : 2.337e+6 in14 rho min (H) : .002 Cracked Mom, Mcr: 1.493e+6lb-ft As Provided (V : 6.185 in12 rho Provided (V : .0048 As min (V : 1.923 in12 rho min (V : .0015 SLENDER BENDING SPAN RESULTS KL/r in Cm in Lu in (ft) Pc (lb) deltaNS M act (lb-ft) M2 min (lb-ft) Mc in (lb-ft) 7.705 .4 27.417 0 N/A 0 0 N/A In-Plane Wall Interaction Diagram —Mn 47D8093 P (lb) —Phi*Mn Cap. Line 4C DOOOO 30DO000 20 DOOOO 1 0000 -371101 Crww'w 2000000 4000000 6000000 80000 B5353 M (lb-ft) CROSS SECTION DETAILING #6 13in oc Interior Face 14.52 in c Ln N n 2 in cover Exterior Face #5 @ 16in oc Page 134 Company Apr 19, 2019 Designer 10:22 AM Page 289 of 352 Job Number Checked By: Model Name WP33 CRITERIA MATERIALS GEOMETRY Code : ACI 318-14 Material Set : Conc4000NW Total Height : 27.417 ft Design Rule : SOLID PANEL WALIO EINF©RCING ksi Total Length : 14.733 ft Seismic Rule None Concrete E : 3644 ksi Thickness : 7.25 in Loc of r/f : Centered Concrete G : 1584 ksi Outer Bars : Vertical Conc Density : .145 k/ft^3 Int Cover(-z) : 1 in Lambda : 1 Ext Cover(+z) : 1 in Vert Bar Size : #6 Conc Str Blk : Rectangular Cover Open/Edge 2 in Horz Bar Size : #5 K : 1 Vert Bar Fy : 60 ksi Use Cracked? : Yes Transfer In? No Horz Bar Fy : 60 ksi In Icr Factor : .7 Transfer Out? No Steel E : 29000 ksi Out Icr Factor : .35 Group Wall? No N180 N181 R1 N86 14.73 ft REGION RESULTS UC Max UC Shear Delta Max UC Max UC Shear Delta Max Region In Plane LC In Plane LC In Plane(in) LC Out Plane LC Out Plane LC Out Plane(in) LC R1 .065 28 .035 26 .015 27 .058 26 0 26 0 13 Page135 Page 290 of 352 Company Apr 19, 2019 Designer 10:22 AM Job Number Checked By: Model Name WP33 REINFORCEMENT RESULTS Vertical Horizontal Diagonal Region Reinforcement Reinforcement Reinforcement R1 #6@13in oc ctr #5@16in oc ctr Page136 Page 291 of 352 z x Envelope Only Solution SK- 1 Apr 19, 2019 at 9:40 AM CANOPY.r3d Page 1 Page 292 of 352 z x 16 N13 N1 \ y 16 N14 N N1 N 10 Envelope Only Solution SK- 2 Apr 19, 2019 at 9:40 AM CANOPY.r3d Page 2 Page 293 of 352 z x �9 �5 �1 M2 �6 Envelope Only Solution SK- 3 Apr 19, 2019 at 9:41 AM CANOPY.r3d Page 3 Page 294 of 352 z x .�6 o= o= z� F 5 C8 �6 2S 2 O O= Envelope Only Solution SK- 4 Apr 19, 2019 at 9:41 AM CANOPY.r3d Page 4 Page 295 of 352 z x �a�FEF U� O� a\FEP a GAP `w Y eACkC Q�'P'(� HgN'yP �a�FE o° �FEP a GAP w z Y Envelope Only Solution SK- 5 Apr 19, 2019 at 9:41 AM CANOPY.r3d Page 5 Page 296 of 352 z x goo J. b" �p6 a �8> s oiy b" �p6 a Member Length(ft)Displayed Envelope Only Solution SK- 6 Apr 19, 2019 at 9:41 AM CANOPY.r3d Page 6 Page 297 of 352 z x _1 Loads:BLC 1,DEAD Envelope Only Solution SK- 7 Apr 19, 2019 at 9:41 AM CANOPY.r3d Page 7 Page 298 of 352 z x _Z Loads:BLC 3,ROOF LIVE Envelope Only Solution SK- 8 Apr 19, 2019 at 9:41 AM CANOPY.r3d Page 8 Page 299 of 352 z x _Z Loads:BLC 4,SNOW Envelope Only Solution SK- 9 Apr 19, 2019 at 9:42 AM CANOPY.r3d Page 9 Page 300 of 352 z x 59. Loads:BLC 5,WIND Envelope Only Solution SK- 10 Apr 19, 2019 at 9:42 AM CANOPY.r3d Page 10 Page 301 of 352 z x -473 483 473 412 -473 483 473 412 Loads:BLC 6,SEISMIC Results for LC 4,DEAD ONLY DEFLECTION Reaction and Moment Units are It,and lb-ft SK- 11 Apr 19, 2019 at 9:42 AM CANOPY.r3d Page 11 Page 302 of 352 z x -458 458 458 ssz -458 458 458 563 Loads:BLC 6,SEISMIC Results for LC 5,LIVE ONLY DEFLECTION Reaction and Moment Units are It,and lb-ft SK- 12 Apr 19, 2019 at 9:42 AM CANOPY.r3d Page 12 Page 303 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By:___ A NEMETSCHEK COMPANY Model Name Hot Rolled Steel Properties Label E lksil G rksil Nu Therm \1E..Den sit k/ft... Yield ksi Ry Fu si Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.4 58 1.3 Hot Rolled Steel Section Sets Label Shape Type Des i n List Material Design ...A[in2j Iyy[in4l Izz in4 J in4 1 CHANNEL C12X25 Beam Channel A36 Gr.36 Typical 7.34 4.45 144 .538 2 BACKCHANNEL C8X13.75 Beam Channel A36 Gr.36 Typical 4.03 1.52 36.1 .186 3 KNIFE PLATE FB3/8"X6" None None A36 Gr.36 Typical 2.25 .026 6.75 .101 4 ROD BRACE 3/4"DIA TENSION ONLY BRA.. Beam BAR A36 Gr.36 TVDical .442 999 999 .031 Joint Coordinates and Temperatures Label X ft Y ft Z ft Temp F Detach From Dia .. 1 N 1 0 0 0.7083 0 2 N2 0 0 4.7083 0 3 N3 18.75 0 4.7083 0 4 N4 18.75 0 0.7083 0 5 N5 18.75 0 1.2083 0 6 N6 0 0 1.2083 0 7 N7 0 0 0 0 8 N 8 18.75 0 0 0 9 N9 0 0 4.2083 0 10 N 10 18.75 0 4.2083 0 11 N 11 0 .75 4.2083 0 12 N 12 18.75 .75 4.2083 0 13 N 13 0 4.25 0.7083 0 14 N 14 18.75 4.25 0.7083 0 15 N15 0 4.25 0 0 16 N16 18.75 4.25 0 0 17 N17 0 0 .5 0 18 N18 18.75 0 .5 0 19 N 19 18.75 0 0.35415 0 20 N20 0 0 0.35415 0 RISA-3D Version 17.0.2 [Q:\2017\2170892\20_STR\NON_CAD\CALCs\CANOPY.r3d] Page 13 Page 304 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Joint Boundary Conditions Joint Label X /in Y[k/in] Z Win X Rot. k-ft/rad Y Rot. k-ft/ra Z Rot. k-ft/rad 1 N7 Reaction Reaction Reaction Reaction Reaction Reaction N8 Reaction Reaction Reaction Reaction Reaction Reaction 3 N15 Reaction Reaction Reaction Reaction Reaction Reaction N16 Reaction Reaction Reaction Reaction Reaction Reaction 5 N2 Reaction Member Primary Data Label I Joint J Joint K Joint Rotat... Section/Shape Type Des i n List Material Des i n Rules 1 1 M1 N1 N2 CHANNEL Beam Channel A36 Gr.36 Typical 2 M2 N2 N3 CHANNEL Beam Channel A36 Gr.36 Typical 3 M3 N3 N4 CHANNEL Beam Channel A36 Gr.36 Typical 4 M4 N5 N6 BACK CHANNEL Beam Channel A36 Gr.36 Typical 5 M5 N7 N1 KNIFE PLATE None None A36 Gr.36 Typical 6 M6 N8 N4 KNIFE PLATE None None A36 Gr.36 Typical 7 M7 N9 N11 90 KNIFE PLATE None None A36 Gr.36 Typical 8 M8 N10 N12 90 KNIFE PLATE None None A36 Gr.36 Typical 9 M9 N15 N13 KNIFE PLATE None None A36 Gr.36 Typical 10 M10 N16 N14 KNIFE PLATE None None A36 Gr.36 Typical 11 M11 N11 N13 ROD BRACE Beam BAR A36 Gr.36 Typical 12 M12 N12 N14 ROD BRACE Beam BAR A36 Gr.36 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Onl Ph sical Defl Ratio Options Anal si... Inactive Seismi... 1 I M1 Yes None 2 M2 BenPIN AIIPIN Yes Default None 3 M3 Yes None 4 M4 BenPIN AIIPIN Yes Default None 5 M5 BenPIN Yes ** NA ** None 6 M6 BenPIN Yes ** NA ** None 7 M7 Yes ** NA ** None 8 M8 Yes *" NA ** None 9 M9 Yes ** NA ** None 10 M10 Yes *" NA "* None 11 M11 BenPIN BenPIN Yes Default None 12 M12 BenPIN BenPIN Yes None Hot Rolled Steel Design Parameters Label Shape Lencith[ftl Lbvvrm Lbzz ft Lcom to ..Lcom botr..L-torcqi... Kvv Kzz Cb Functi... 1 M1 CHANNEL 4 Lbyy Lateral 2 M2 CHANNEL 18.75 Lbyy Lateral 3 M3 CHANNEL 4 Lbyy Lateral 4 M4 BACK CHANNEL 18.75 1 Lbyy Lateral 5 M5 KNIFE PLATE .708 Lbyy Lateral 6 M6 KNIFE PLATE .708 Lbyy Lateral 7 M7 KNIFE PLATE .75 Lbyy Lateral 8 M8 KNIFE PLATE .75 Lbyy Lateral RISA-3D Version 17.0.2 [Q:\2017\2170892\20_STR\NON_CAD\CALCs\CANOPY.r3d] Page 14 Page 305 of 352 Company Apr 19, 2019 IIRISA Designer Checked AM ke Job Number Checked By. A NEMETSCHEK COMPANY Model Name Hot Rolled Steel Design Parameters (Continued) Label Shape Len th ft Lb ft Lbzz ft Lcom to ..Lcom bot..L-tor ... Kvy Kzz Cb Functi... 9 M9 KNIFE PLATE .708 Lbyy Lateral 10 M10 KNIFE PLATE .708 Lbyy Lateral 11 M11 ROD BRACE 4.95 Lbyy Lateral 12 M12 ROD BRACE 4.95 Lbyy Lateral Joint Loads and Enforced Displacements Joint Label L,D,M Direction Ma nitude Ib,lb-ft , in,rad , (lb*SA 2/ft, Ib*s^2"ft No Data to Print ... Member Point Loads Member Label Direction Ma nitude Ib,lb-ft Location ft,% No Data to Print ... Member Distributed Loads (BLC 7: BLC 1 Transient Area Loads) Member Label Direction Start Ma nitude Ib/ft,F, s End Ma nitude Ib/ft,F, s Start Locatio...End Location... 1 M2 Y -17.5 -17.5 5.94e-15 18.75 2 M4 Y -24.569 -24.953 0 .521 3 M4 Y -24.953 -25.706 .521 1.042 4 M4 Y -25.706 -26.281 1.042 1.563 5 M4 Y -26.281 -25.781 1.563 2.083 6 M4 Y -25.781 -25.784 2.083 2.604 7 M4 Y -25.784 -25.784 2.604 3.125 8 M4 Y -25.784 -25.786 3.125 3.646 9 M4 Y -25.786 -30.034 3.646 4.167 10 M4 Y -30.034 -29.467 4.167 4.688 11 M4 Y -29.467 -24.969 4.688 5.208 12 M4 Y -24.969 -25.795 5.208 5.729 13 M4 Y -25.795 -25.868 5.729 6.25 14 M4 Y -25.868 -25.286 6.25 6.771 15 M4 Y -25.286 -25.77 6.771 7.292 16 M4 Y -25.77 -25.661 7.292 7.812 17 M4 Y -25.661 -25.328 7.812 8.333 18 M4 Y -25.328 -25.34 8.333 8.854 19 M4 Y -25.34 -25.644 8.854 9.375 20 M4 Y -25.644 -25.454 9.375 9.896 21 M4 Y -25.454 -25.578 9.896 10.417 22 M4 Y -25.578 -25.659 10.417 10.938 23 M4 Y -25.659 -25.768 10.938 11.458 24 M4 Y -25.768 -25.779 11.458 11.979 25 M4 Y -25.779 -25.268 11.979 12.5 26 M4 Y -25.268 -25.268 12.5 13.021 27 M4 Y -25.268 -29.525 13.021 13.542 28 M4 Y -29.525 -29.525 13.542 14.063 29 M4 Y -29.525 -25.786 14.063 14.583 30 M4 Y -25.786 -25.786 14.583 15.104 31 M4 Y -25.786 -25.784 15.104 15.625 32 M4 Y -25.784 -25.784 15.625 16.146 RISA-3D Version 17.0.2 [Q:\2017\2170892\20_STR\NON_CAD\CALCs\CANOPY.r3d] Page 15 Page 306 of 352 Company Apr 19, 2019 IIRISA Designer Checked AM ke Job Number Checked By. A NEMETSCHEK COMPANY Model Name Member Distributed Loads (BLC 7: BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Ma nitude Ib/ft,F, End Ma nitude Ib/ft,F, s Start Locatio...End Location... 33 M4 Y -25.784 -25.781 16.146 16.667 34 M4 Y -25.781 -26.281 16.667 17.188 35 M4 Y -26.281 -25.706 17.188 17.708 36 M4 Y -25.706 -24.953 17.708 18.229 37 M4 Y -24.953 -24.57 18.229 18.75 Member Distributed Loads (BLC 8: BLC 4 Transient Area Loads) Member Label Direction Start Ma nitude Ib/ft,F, sf End Ma nitude Ib/ft,F, s Start Locatio...End Location... 1 M2 Y -43.75 -43.75 5.94e-15 18.75 2 M4 Y -61.422 -62.383 0 .521 3 M4 Y -62.383 -64.265 .521 1.042 4 M4 Y -64.265 -65.702 1.042 1.563 5 M4 Y -65.702 -64.453 1.563 2.083 6 M4 Y -64.453 -64.46 2.083 2.604 7 M4 Y -64.46 -64.46 2.604 3.125 8 M4 Y -64.46 -64.466 3.125 3.646 9 M4 Y -64.466 -75.085 3.646 4.167 10 M4 Y -75.085 -73.668 4.167 4.688 11 M4 Y -73.668 -62.424 4.688 5.208 12 M4 Y -62.424 -64.488 5.208 5.729 13 M4 Y -64.488 -64.67 5.729 6.25 14 M4 Y -64.67 -63.214 6.25 6.771 15 M4 Y -63.214 -64.426 6.771 7.292 16 M4 Y -64.426 -64.153 7.292 7.812 17 M4 Y -64.153 -63.32 7.812 8.333 18 M4 Y -63.32 -63.351 8.333 8.854 19 M4 Y -63.351 -64.11 8.854 9.375 20 M4 Y -64.11 -63.636 9.375 9.896 21 M4 Y -63.636 -63.946 9.896 10.417 22 M4 Y -63.946 -64.147 10.417 10.938 23 M4 Y -64.147 -64.419 10.938 11.458 24 M4 Y -64.419 -64.447 11.458 11.979 25 M4 Y -64.447 -63.17 11.979 12.5 26 M4 Y -63.17 -63.17 12.5 13.021 27 M4 Y -63.17 -73.812 13.021 13.542 28 M4 Y -73.812 -73.812 13.542 14.063 29 M4 Y -73.812 -64.466 14.063 14.583 30 M4 Y -64.466 -64.466 14.583 15.104 31 M4 Y -64.466 -64.46 15.104 15.625 32 M4 Y -64.46 -64.46 15.625 16.146 33 M4 Y -64.46 -64.453 16.146 16.667 34 M4 Y -64.453 -65.702 16.667 17.188 35 M4 Y -65.702 -64.265 17.188 17.708 36 M4 Y -64.265 -62.382 17.708 18.229 37 M4 Y -62.382 -61.424 18.229 18.75 Member Distributed Loads (BLC 9 : BLC 3 Transient Area Loads) Member Label Direction Start Ma nitude Ib/ft,F, End Ma nitude Ib/ft,F, s Start Locatio...End Location... 1 M2 Y -35 -35 5.94e-15 18.75 2 M4 Y -49.137 -49.906 0 .521 3 M4 Y -49.906 -51.412 .521 1.042 RISA-3D Version 17.0.2 [Q:\2017\2170892\20 STR\NON_CAD\CALCs\CANOPY.r3d] Page 16 Page 307 of 352 Company Apr 19, 2019 IIRISA Designer Checked AM ke Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Member Distributed Loads (BLC 9 : BLC 3 Transient Area Loads) (Continued) Member Label Direction Start Ma nitude Ib/ft,F, s End Ma nitude Ibfft,F, s Start Locatio...End Location... 4 M4 Y -51.412 -52.561 1.042 1.563 5 M4 Y -52.561 -51.563 1.563 2.083 6 M4 Y -51.563 -51.568 2.083 2.604 7 M4 Y -51.568 -51.568 2.604 3.125 8 M4 Y -51.568 -51.573 3.125 3.646 9 M4 Y -51.573 -60.068 3.646 4.167 10 M4 Y -60.068 -58.934 4.167 4.688 11 M4 Y -58.934 -49.939 4.688 5.208 12 M4 Y -49.939 -51.59 5.208 5.729 13 M4 Y -51.59 -51.736 5.729 6.25 14 M4 Y -51.736 -50.571 6.25 6.771 15 M4 Y -50.571 -51.541 6.771 7.292 16 M4 Y -51.541 -51.322 7.292 7.812 17 M4 Y -51.322 -50.656 7.812 8.333 18 M4 Y -50.656 -50.681 8.333 8.854 19 M4 Y -50.681 -51.288 8.854 9.375 20 M4 Y -51.288 -50.909 9.375 9.896 21 M4 Y -50.909 -51.157 9.896 10.417 22 M4 Y -51.157 -51.318 10.417 10.938 23 M4 Y -51.318 -51.536 10.938 11.458 24 M4 Y -51.536 -51.558 11.458 11.979 25 M4 Y -51.558 -50.536 11.979 12.5 26 M4 Y -50.536 -50.536 12.5 13.021 27 M4 Y -50.536 -59.05 13.021 13.542 28 M4 Y -59.05 -59.05 13.542 14.063 29 M4 Y -59.05 -51.573 14.063 14.583 30 M4 Y -51.573 -51.573 14.583 15.104 31 M4 Y -51.573 -51.568 15.104 15.625 32 M4 Y -51.568 -51.568 15.625 16.146 33 M4 Y -51.568 -51.563 16.146 16.667 34 M4 Y -51.563 -52.562 16.667 17.188 35 M4 Y -52.562 -51.412 17.188 17.708 36 M4 Y -51.412 -49.906 17.708 18.229 37 M4 Y -49.906 -49.139 18.229 18.75 Member Distributed Loads (BLC 10 : BLC 5 Transient Area Loads) Member Label Direction Start Ma nitude Ib/ft,F,psfl End Ma nitude Ib/ft,F, s Start Locatio...End Location... 1 M2 Y 103.95 103.95 5.94e-15 18.75 2 M4 Y 145.938 148.222 0 .521 3 M4 Y 148.222 152.694 .521 1.042 4 M4 Y 152.694 156.108 1.042 1.563 5 M4 Y 156.108 153.141 1.563 2.083 6 M4 Y 153.141 153.157 2.083 2.604 7 M4 Y 153.157 153.157 2.604 3.125 8 M4 Y 153.157 153.171 3.125 3.646 9 M4 Y 153.171 178.403 3.646 4.167 10 M4 Y 178.403 175.035 4.167 4.688 11 M4 Y 175.035 148.319 4.688 5.208 12 M4 Y 148.319 153.222 5.208 5.729 13 M4 Y 153.222 153.655 5.729 6.25 14 M4 Y 153.655 150.197 6.25 6.771 RISA-3D Version 17.0.2 [Q:\2017\2170892\20_STR\NON_CAD\CALCs\CA NOPY.r3d] Page 17 Page 308 of 352 Company Apr 19, 2019 IIRISA Designer Checked AM ke Job Number Checked By. A NEMETSCHEK COMPANY Model Name Member Distributed Loads (BLC 10 : BLC 5 Transient Area Loads) (Continued) Member Label Direction Start Ma nitude Ib/ft,F, End Ma nitude Iblft,F, s Start Locatio...End Location... 15 M4 Y 150.197 153.076 6.771 7.292 16 M4 Y 153.076 152.427 7.292 7.812 17 M4 Y 152.427 150.449 7.812 8.333 18 M4 Y 150.449 150.522 8.333 8.854 19 M4 Y 150.522 152.325 8.854 9.375 20 M4 Y 152.325 151.199 9.375 9.896 21 M4 Y 151.199 151.935 9.896 10.417 22 M4 Y 151.935 152.413 10.417 10.938 23 M4 Y 152.413 153.061 10.938 11.458 24 M4 Y 153.061 153.127 11.458 11.979 25 M4 Y 153.127 150.092 11.979 12.5 26 M4 Y 150.092 150.092 12.5 13.021 27 M4 Y 150.092 175.378 13.021 13.542 28 M4 Y 175.378 175.378 13.542 14.063 29 M4 Y 175.378 153.171 14.063 14.583 30 M4 Y 153.171 153.171 14.583 15.104 31 M4 Y 153.171 153.157 15.104 15.625 32 M4 Y 153.157 153.157 15.625 16.146 33 M4 Y 153.157 153.141 16.146 16.667 34 M4 Y 153.141 156.109 16.667 17.188 35 M4 Y 156.109 152.693 17.188 17.708 36 M4 Y 152.693 148.22 17.708 18.229 37 M4 Y 148.22 145.944 18.229 18.75 Member Area Loads (BLC 1 : DEAD) Joint A Joint B Joint C Joint D Direction Distribution Ma nitude 1 N3 I N19 N20 N2 Y A-B -10 Member Area Loads (BLC 3 : ROOF LIVE) Joint A Joint B Joint C Joint D Direction Distribution Ma nitude 1 1 N3 I N19 I N20 N2 Y A-B -20 Member Area Loads (BLC 4 : SNOM Joint A Joint B Joint C Joint D Direction Distribution Ma nitude s 1 1 N3 I N19 I N20 N2 I Y A-B -25 Member Area Loads (BLC 5: WIND) Joint A Joint B Joint C Joint D Direction Distribution Ma nitude 1 1 N3 I N19 I N20 N2 Y A-B 59.4 Basic Load Cases BLC Description Category X Gr..Y Gr..Z Gr...Joint Point Distr..Area...Surf... 1 DEAD DL -1 1 2 LIVE LL 3 ROOF LIVE RLL 1 4 SNOW SL 1 5 WIND WL 1 RISA-3D Version 17.0.2 [Q:\2017\2170892\20_STR\NON_CAD\CALCs\CANOPY.r3d] Page 18 Page 309 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By. A NEMETSCHEK COMPANY Model Name Basic Load Cases (Continued) BLC Description Category X Gr..Y Gr..Z Gr...Joint Point Distr..Area...Surf... 6 SEISMIC EL 7 BLC 1 Transient Area Loads None 37 8 BLC 4 Transient Area Loads None 37 9 BLC 3 Transient Area Loads None 37 10 BLC 5 Transient Area Loads None 37 Load Combinations Description SolveP... SRSS BLC Fa... BLC Fa... BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 1 2 **GRAVITY LOAD CO... 3 4 DEAD ONLY DE FILE CTI..Yes Y DL 1 5 LIVE ONLY DEFLECTIONYes Y SL 1 6 TOTAL LOAD DEFLECT..Yes Y DL 1 SL 1 7 IBC 16-8 Yes Y DL 1 8 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 9 IBC 16-10 a Yes Y DL 1 RLL 1 10 IBC 16-10 b Yes Y DL 1 SL 1 SLN 1 11 IBC 16-11 a Yes Y DL 1 LL .75 LLS .75 R.. .75 12 IBC 16-11 b Yes Y DL 1 LL .75 LLS .75 SL.75 S...75 13 14 **WIND LOAD COMBI... 15 16 IBC 16-12 a Yes Y DL 1 WL .6 17 IBC 16-13 a Yes Y DL 1 WL .45 LL .75 L.. .75 R...75 18 IBC 16-13 b Yes Y DL 1 WL .45 LL .75 L.. .75 SL.75 s...75 19 IBC 16-13 c Yes Y DL 1 WL .45 LL .75L....75 20 IBC 16-15 Yes Y DL .6 WL .6 21 22 **STRENGTH LOAD C... 23 ** FOR CONNECTION ... 24 IBC 16-1 Y DL 1.4 25 IBC 16-2 a Y DL 1.2 LL 1.6 LLS 1.6 R.. .5 26 IBC 16-2 b Y DL 1.2 LL 1.6 LLS 1.6 SL .5 S. .5 27 IBC 16-2 c Y DL 1.2 LL 1.6 LLS 1.6 28 IBC 16-3 a Y DL 1.2 RLL 1.6 LL .5 L... 1 29 IBC 16-3 c Y DL 1.2 SL 1.6 SLN 1.6 LL .5 L... 1 30 IBC 16-3 b Y DL 1.2 RLL 1.6 WL .5 31 IBC 16-3 d Y DL 1.2 SL 1.6 SLN 1.6 .5 32 IBC 16-3 f Y DL 1.2 WL .5 33 IBC 16-4 a Y DL 1.2 WL 1 LL .5 L... 1 R.. .5 34 IBC 16-4 b Y DL 1.2 WL 1 LL .5 L... 1 SL .5 S.. .5 35 IBC 16-4 c Y DL 1.2 WL 1 LL .5 L... 1 36 IBC 16-6 Y DL .9 WL 1 RISA-3D Version 17.0.2 [Q:\2017\2170892\20_STR\NON_CAD\CALCs\CANOPY.r3d] Page 19 Page 310 of 352 Company Apr 19, 2019 11RISA Designer Checked AM ke Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Load Combination Design Description ASIF CD Service Hot... Cold Fo... Wood ConcreteMasonr Alumin...Stainless Con nec... 1 Yes Yes Yes Yes Yes Yes Yes Yes 2 —GRAVITY LOAD COMBINA... Yes Yes Yes Yes Yes Yes Yes Yes 3 Yes Yes Yes Yes Yes Yes Yes Yes 4 DEAD ONLY DEFLECTION Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 LIVE ONLY DEFLECTION Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 TOTAL LOAD DEFLECTION Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-10 a 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-10 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-11 a 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-11 b 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 "WIND LOAD COMBINATIO... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-12 a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-13 a 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-13 b 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 19 IBC 16-13 c 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 20 IBC 16-15 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 21 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 " STRENGTH LOAD COMBI... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 ** FOR CONNECTION DESIG.. 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 24 IBC 16-1 Yes Yes Yes Yes Yes Yes Yes 25 IBC 16-2 a Yes Yes Yes Yes Yes Yes Yes 26 IBC 16-2 b Yes Yes Yes Yes Yes Yes Yes 27 IBC 16-2 c Yes Yes Yes Yes Yes Yes Yes 28 IBC 16-3 a Yes Yes Yes Yes Yes Yes Yes 29 IBC 16-3 c Yes Yes Yes Yes Yes Yes Yes 30 IBC 16-3 b Yes Yes Yes Yes Yes Yes Yes 31 IBC 16-3 d Yes Yes Yes Yes Yes Yes Yes 32 IBC 16-3 f Yes Yes Yes Yes Yes Yes Yes 33 IBC 16-4 a Yes Yes Yes Yes Yes Yes Yes 34 IBC 16-4 b Yes Yes Yes Yes Yes Yes Yes 35 IBC 16-4 c Yes Yes Yes Yes Yes Yes Yes 36 IBC 16-6 Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X b LC Y Obj LC Z[lb] LC MX[lb-ft LC MY[lb-ft LC MZ[lb-ft LC 1 N7 maxl 0 201 974.107 10 931.212 10 393.84 20 0 20 0 20 2 min 0 4 -554.474 20 -368.578 20 -688.245 6 0 4 0 4 3 N8 max 0 20 974.977 10 931.328 10 394.362 20 0 20 0 20 4 min 0 4 -555.211 20 -368.676 20 -688.862 6 0 4 0 4 5 N 15 max 0 20 940.758 10 368.578 20 258.314 20 0 20 0 20 6 min 0 4 -363.026 20 -931.212 6 -664.22 6 0 4 0 4 7 N 16 max 0 20 940.874 10 368.676 20 258.384 20 0 20 0 20 8 min 0 4 -363.124 20 -931.328 6 -664.302 6 0 4 0 4 9 N2 max 0 20 0 20 0 20 0 20 0 20 0 20 10 min 0 4 0 4 0 4 0 4 0 4 0 4 11 Totals: max 0 20 3830.717 10 0 20 RISA-3D Version 17.0.2 [Q:\2017\2170892\20_STR\NON_CAD\CALCs\CANOPY.r3d] Page 20 Page 311 of 352 Company Apr 19, 2019 IIRISA Designer Checked AM ke Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Envelope Joint Reactions (Continued) Joint X b LC Y b LC Z[lb] LC MX[lb-ft LC MY[lb-ft LC MZ[lb-ft LC 12 1 1 min 1 0 1 4 -1835.835 20 1 0 4 Envelope Joint Displacements Joint X in LC Y m LC Z in LC X Rota..LC Y Rota..LC Z Rota...LC 1 N1 may 0 20 0 201 0 202.924e...10 0 20 0 20 2 min 0 4 -.002 6 0 6 -1.13e...20 0 4 0 4 3 N2 may 0 20 .006 20 0 202.392e•••10 0 20 0 20 4 min 0 4 -.014 6 0 6 -8.828...20 0 4 0 4 5 N3 may 0 20 .006 20 0 202.392e•••10 0 20 0 20 6 min 0 4 -.014 6 0 6 -8.828.. 20 0 4 0 4 7 N4 may 0 201 0 201 0 202.925e•••10 0 20 0 20 8 min 0 4 -.002 61 0 6 -1.13e.. 20 0 4 0 4 9 N5 may 0 20 .002 20 0 202.873e•••10 0 20 0 20 10 min 0 4 -.004 6 0 6 1.1e-0420 0 4 0 4 11 N6 may 0 20 .002 20 0 202.872e•••10 0 20 0 20 12 min 0 4 -.004 6 0 6 -1.099•• 20 0 4 0 4 13 N7 may 0 20 0 20 0 20 0 20 0 20 0 20 14 min 0 4 0 4 0 4 0 4 0 4 0 4 15 N8 may 0 20 0 201 0 20 0 20 0 20 0 20 16 min 0 4 0 4 0 4 0 4 0 4 0 4 17 N9 may 0 20 .005 20 0 202.349e...10 0 20 0 20 18 min 0 4 -.013 6 0 6 -8•643•• 20 0 4 0 4 19 N10 may 0 20 .005 20 0 202.349e...10 0 20 0 20 20 min 0 4 -.013 6 0 6 -8•643•• 20 0 4 0 4 21 N11 may 0 20 .005 20 0 208.94e-.. 16 0 20 0 20 22 min 0 4 -.013 6 0 6 -6.158.. 5 0 4 0 4 23 N12 may 0 20 .005 20 0 208.967e•••16 0 20 0 20 24 min 0 4 -.013 6 0 6 -6.184.. 5 0 4 0 4 25 N 13 may 0 20 0 20 0 102.161 e...10 0 20 0 20 26 min 0 4 -.002 61 0 20-8.425.. 20 0 4 0 4 27 N 14 may 0 201 0 20 0 102.161 e...10 0 20 0 20 28 min 0 4 -.002 6 0 20-8.427•• 20 0 4 0 4 29 N15 may 0 20 0 20 0 20 0 20 0 20 0 20 30 min 0 4 0 4 0 4 0 4 0 4 0 4 31 N16 may 0 20 0 20 0 20 0 20 0 20 0 20 32 min 0 4 0 41 0 4 0 4 0 4 0 4 33 N17 may 0 201 0 20 0 202.046e...10 0 20 0 20 34 min 0 4 0 6 0 6 -1.173.. 20 0 4 0 4 35 N18 may 0 20 0 20 0 202.048e...10 0 20 0 20 36 min 0 4 -.001 6 0 6 -1.174.. 20 0 4 0 4 37 N 19 may 0 20 0 20 0 201.681 e...10 0 20 0 20 38 min 0 4 0 6 0 6 -9•638•• 20 0 4 0 4 39 N20 may 0 20 0 20 0 201.68e-.. 10 0 20 0 20 40 min 0 4 0 6 0 6 -9.625.. 20 0 4 0 4 RISA-3D Version 17.0.2 [Q:\2017\2170892\20_STR\NON_CAD\CALCs\CANOPY.r3d] Page 21 Page 312 of 352 Company Apr 19, 2019 IIRISA Designer Checked AM ke Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Envelope Member Section Deflections Service Member Sec x rinj LC v rinjLC z[inj LC x Rotate r...LC n L/ 'Ra...LC n L/z' Ra... LC 1 M1 1 maxI 0 20 0 20 0 20 0 20 NC 20 NC 20 2 min 0 6 -.002 6 0 4 0 4 NC 4 NC 4 3 2 max 0 20 .002 20 0 20 0 20 NC 20 NC 20 4 min 0 6 -.005 6 0 4 0 4 NC 4 NC 4 5 3 max 0 20 .004 20 0 20 0 20 NC 20 NC 20 6 min 0 6 -.008 6 0 4 0 4 NC 4 NC 4 7 4 max 0 20 .005 20 0 20 0 20 NC 20 NC 20 8 min 0 6 -.011 6 0 4 0 4 NC 4 NC 4 9 5 max 0 20 .006 20 0 20 0 20 NC 20 NC 20 10 min 0 6 -.014 6 0 4 0 4 NC 4 NC 4 11 M2 1 max 0 20 .006 20 0 20 2.392e-04 10 NC 20 NC 20 12 min 0 4 -.014 6 0 6 -8.828e-05 20 NC 4 NC 4 13 2 max 0 20 .028 20 0 20 2.392e-04 10 NC 20 NC 20 14 min 0 4 -.065 6 0 6 -8.828e-05 20 4399.672 6 NC 4 15 3 max 0 20 .036 20 0 20 2.392e-04 10 NC 19 NC 20 16 min 0 4 -.086 6 0 6 -8.828e-05 20 3134.766 6 NC 4 17 4 max 0 20 .028 20 0 20 2.392e-04 10 NC 20 NC 20 18 min 0 4 -.065 6 0 6 -8.828e-05 20 4399.672 6 NC 4 19 5 max 0 20 .006 20 0 20 2.392e-04 10 NC 20 NC 20 20 min 0 4 -.014 6 0 6 -8.828e-05 20 NC 4 NC 4 21 M3 1 max 0 10 .006 20 0 20 0 20 NC 20 NC 20 22 min 0 20 -.014 6 0 4 0 4 NC 4 NC 4 23 2 max 0 10 .005 20 0 20 0 20 NC 20 NC 20 24 min 0 20 -.011 6 0 4 0 4 NC 4 NC 4 25 3 max 0 10 .004 20 0 20 0 20 NC 20 NC 20 26 min 0 20 -.008 6 0 4 0 4 NC 4 NC 4 27 4 max 0 10 .002 20 0 20 0 20 NC 20 NC 20 28 min 0 20 -.005 6 0 4 0 4 NC 4 NC 4 29 5 max 0 10 0 20 0 20 0 20 NC 20 NC 20 30 min 0 20 -.002 6 0 4 0 4 NC 4 NC 4 31 M4 1 max 0 20 .002 20 0 10 1.1 e-04 20 NC 20 NC 20 32 min 0 4 -.004 6 0 20 -2.873e-04 6 NC 4 NC 4 33 2 max 0 20 .165 20 0 10 1.1 e-04 20 NC 17 NC 20 34 min 0 4 -.252 6 0 20 -2.873e-04 6 905.071 6 NC 4 35 3 max 0 20 .231 20 0 10 1.1 e-04 20 7366.115 17 NC 20 36 min 0 4 -.352 6 0 20 -2.873e-04 6 645.136 6 NC 4 37 4 max 0 20 .165 20 0 10 1.1e-04 20 NC 17 NC 20 38 min 0 4 -.252 6 0 20 -2.873e-04 6 905.112 6 NC 4 39 5 max 0 20 .002 20 0 10 1.1e-04 20 NC 20 NC 20 40 min 0 4 -.004 6 0 20 -2.873e-04 6 NC 4 NC 4 41 M5 1 max 0 20 0 20 0 20 0 20 NC 20 NC 20 42 min 0 4 0 4 0 4 0 4 NC 4 NC 4 43 2 max 0 20 0 20 0 20 0 20 NC 20 NC 20 44 min 0 6 0 6 0 4 0 4 NC 4 NC 4 45 3 max 0 20 0 20 0 20 0 20 NC 20 NC 20 46 min 0 6 0 6 0 4 0 4 NC 4 NC 4 47 4 max 0 20 0 20 0 20 0 20 NC 20 NC 20 48 min 0 6 -.001 6 0 4 0 4 NC 4 NC 4 49 5 max 0 20 0 20 0 20 0 20 NC 20 NC 20 50 min 0 6 -.002 6 0 4 0 4 NC 4 NC 4 51 M6 1 max 0 20 0 20 0 20 0 20 NC 20 NC 20 52 min 0 4 0 4 0 4 0 4 NC 4 NC 4 RISA-3D Version 17.0.2 [Q:\2017\2170892\20 STR\NON_CAD\CALCs\CANOPY.r3d] Page 22 Page 313 of 352 Company Apr 19, 2019 IIRISA Designer Checked AM ke Job Number Checked By. A NEMETSCHEK COMPANY Model Name Envelope Member Section Deflections Service (Continued) Member Sec x[inj LC v rinjLC z in LC x Rotate r...LC n L/ 'Ra...LC n L/z' Ra... LC 53 2 Imax 0 20 0 20 0 20 0 20 NC 20 NC 20 54 min 0 6 0 6 0 4 0 4 NC 4 NC 4 55 3 max 0 20 0 20 0 20 0 20 NC 20 NC 20 56 min 0 6 0 6 0 4 0 4 NC 4 NC 4 57 4 maxI 0 20 0 20 0 20 0 20 NC 20 NC 20 58 min 0 6 -.001 6 0 4 0 4 NC 4 NC 4 59 5 max 0 20 0 20 0 20 0 20 NC 20 NC 20 60 min 0 6 -.002 6 0 4 0 4 NC 4 NC 4 61 M7 1 max .005 20 0 20 0 20 0 20 NC 20 NC 20 62 min -.013 6 0 6 0 4 0 4 NC 4 NC 4 63 2 max .005 20 0 20 0 20 0 20 NC 20 NC 20 64 min -.013 6 0 6 0 4 0 4 NC 4 NC 4 65 3 max .005 20 0 16 0 20 0 20 NC 20 NC 20 66 min -.013 6 0 5 0 4 0 4 NC 4 NC 4 67 4 max .005 20 0 16 0 20 0 20 NC 20 NC 20 68 min -.013 6 0 5 0 4 0 4 NC 4 NC 4 69 5 max .005 20 0 20 0 20 0 20 NC 20 NC 20 70 min -.013 6 0 6 0 4 0 4 NC 4 NC 4 71 M8 1 max .005 20 0 20 0 20 0 20 NC 20 NC 20 72 min -.013 6 0 6 0 4 0 4 NC 4 NC 4 73 2 max .005 20 0 20 0 20 0 20 NC 20 NC 20 74 min -.013 6 0 6 0 4 0 4 NC 4 NC 4 75 3 max .005 20 0 16 0 20 0 20 NC 20 NC 20 76 min -.013 6 0 5 0 4 0 4 NC 4 NC 4 77 4 max .005 20 0 16 0 20 0 20 NC 20 NC 20 78 min -.013 6 0 5 0 4 0 4 NC 4 NC 4 79 5 max .005 20 0 20 0 20 0 20 NC 20 NC 20 80 min -.013 6 0 6 0 4 0 4 NC 4 NC 4 81 M9 1 max 0 20 0 20 0 20 0 20 NC 20 NC 20 82 min 0 4 0 4 0 4 0 4 NC 4 NC 4 83 2 max 0 10 0 20 0 20 0 20 NC 20 NC 20 84 min 0 20 0 6 0 4 0 4 NC 4 NC 4 85 3 max 0 10 0 20 0 20 0 20 NC 20 NC 20 86 min 0 20 0 6 0 4 0 4 NC 4 NC 4 87 4 max 0 10 0 20 0 20 0 20 NC 20 NC 20 88 min 0 20 -.001 6 0 4 0 4 NC 4 NC 4 89 5 max 0 10 0 20 0 20 0 20 NC 20 NC 20 90 min 0 20 -.002 6 0 4 0 4 NC 4 NC 4 91 M10 1 max 0 20 0 20 0 20 0 20 NC 20 NC 20 92 min 0 4 0 4 0 4 0 4 NC 4 NC 4 93 2 max 0 10 0 20 0 20 0 20 NC 20 NC 20 94 min 0 20 0 6 0 4 0 4 NC 4 NC 4 95 3 max 0 10 0 20 0 20 0 20 NC 20 NC 20 96 min 0 20 0 6 0 4 0 4 NC 4 NC 4 97 4 max 0 10 0 20 0 20 0 20 NC 20 NC 20 98 min 0 20 -.001 6 0 4 0 4 NC 4 NC 4 99 5 max 0 10 0 20 0 20 0 20 NC 20 NC 20 100 min 0 20 -.002 6 0 4 0 4 NC 4 NC 4 101 M11 1 max .004 20 .004 20 0 20 0 20 NC 20 NC 20 102 min -.009 6 -.009 6 0 4 0 4 NC 4 NC 4 103 2 max .003 20 .003 20 0 20 0 20 NC 20 NC 20 104 min -.007 6 -.007 6 0 4 0 4 NC 4 NC 4 RISA-3D Version 17.0.2 [Q:\2017\2170892\20 STR\NON_CAD\CALCs\CANOPY.r3d] Page 23 Page 314 of 352 Company Apr 19, 2019 IIRISA Designer Checked AM ke Job Number Checked By.___ A NEMETSCHEK COMPANY Model Name Envelope Member Section Deflections Service (Continued) Member Sec x[inj LC v rinjLC z in LC x Rotate r...LC n L/ 'Ra...LC n L/z' Ra... LC 1051 3 Imax .002 20 .002 20 0 20 0 20 NC 20 NC 20 106 min -.005 6 -.005 6 0 4 0 4 NC 4 NC 4 107 4 max .001 20 .001 20 0 20 0 20 NC 20 NC 20 108 min -.003 6 -.003 6 0 4 0 4 NC 4 NC 4 109 5 maxI 0 20 0 20 0 20 0 20 NC 20 NC 20 110 min -.001 6 -.001 6 0 4 0 4 NC 4 NC 4 111 M12 1 max .004 20 .004 20 0 20 0 20 NC 20 NC 20 112 min -.009 6 -.009 6 0 4 0 4 NC 4 NC 4 113 2 max .003 20 .003 20 0 20 0 20 NC 20 NC 20 114 min -.007 6 -.007 6 0 4 0 4 NC 4 NC 4 115 3 max .002 20 .002 20 0 20 0 20 NC 20 NC 20 116 min -.005 6 -.005 6 0 4 0 4 NC 4 NC 4 117 4 max .001 20 .001 20 0 20 0 20 NC 20 NC 20 118 min -.003 6 -.003 6 0 4 0 4 NC 4 NC 4 119 5 max 0 20 0 20 0 20 0 20 NC 20 NC 20 120 min -.001 6 -.001 6 0 4 0 4 NC 4 NC 4 Envelope RISC 14th(360-10):ASD Steel Code Checks Mem... Shape Code Check Loc ft LC Shear Ch...L.........Pnc...PntLMn...Mn...... E n 1 M1 C12X.. .013 .5 10 .016 O y..129.. 158...538.. 528.. .. H1-lb 2 M2 C12X•• .162 9.375 10 .013 1...y..132.. 158...538...233.. .. H1-lb 3 M3 C12X.. .013 3.5 10 .016 4 y..129.. 158...538.. 528.. .. H1-lb 4 M4 C8x1.. .391 9.375 20 .031 0 y..581.. 868..244.. 775.. .. H1-lb 5 M5 FB3/... .127 0 10 .050 0 y..350..485.. 378.. 606.. .. H1-lb 6 M6 FB3/... .127 0 10 .050 0 y..350..485.. 378.. 606.. .. H 1-1 b 7 M7 FB3/... .125 0 10 .048 O y-336..485.. 378.. 606.. H1-lb 8 M8 FB3/... .125 0 10 .048 0 y-336..485.. 378.. 606.. H1-lb 9 M9 FB3/... .119 0 10 .048 0 350..485.. 378.. 606.. H1-lb 10 M10 FB3/... .119 0 10 .048 0 350..485.. 378.. 606.. H1-lb 11 M11 3/4" .095 2.475 10 .001 0 952.. 952.. 125.. 125.. H1-lb 12 M12 3/4" .095 2.475 10 .001 0 ..952.. 952.. 125.. 125.. .. H1-1 b Warning Log Message No Data to Print ... RISA-3D Version 17.0.2 [Q:\2017\2170892\20_STR\NON_CAD\CALCs\CANOPY.r3d] Page 24 Page 315 of 352 • Anchor DesignerTM Company: AHBL I Date: 1/9/2019 Engineer: AMP Page: 1/6 Software Project: Gayteway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 1I.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):7.25 State: Cracked Anchor Information: Compressive strength,f'e(psi):4000 Anchor type:Torque controlled expansion anchor 4)e,v: 1.0 Material:Stainless Steel Reinforcement condition: B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):4.625 Reinforcement provided at corners: No Effective Embedment depth,hef(inch):4.000 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility:Yes Build-up grout pad: No hmin(inch):7.20 cep(inch):8.57 Base Plate Cmin(inch):4.00 Length x Width x Thickness(inch):6.00 x 6.00 x 0.50 Smin(Inch):6.25 Recommended Anchor Anchor Name:Strong-Bolt(g)2 Stainless Steel-5/8"0 SS Strong-Bolt 2, hnom:4.625"(117mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 316 of 352 • Anchor DesignerTM Company: AHBL Date: 1/9/2019 Engineer: AMP Page: 2/6 Software Project: Gayteway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street,Tacoma,WA Phone: 253.383.2422 �E�-maill apflueger@ahbl.com Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]:0 Vuax[lb]:0 Vuay[lb]:609 Mux[ft-lb]:-216 Muy[ft-lb]:0 <Figure 1> Z i i O lb 609 lb Y 0 ft-lb 0 lb r X 216 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 317 of 352 • Anchor DesignerTM Company: AHBL Date: 1/9/2019 Engineer: AMP Page: 3/6 Software Project: Gayteway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street,Tacoma,WA Phone: 253.383.2422 �E�-mailj apflueger@ahbl.com <Figure 2> 6.00 0 0 �o 4.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 318 of 352 • Anchor DesignerTM Company: AHBL Date: 1/9/2019 Engineer: AMP Page: 4/6 Software Project: Gayteway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Way(lb) 0uax)2+(Vuay)2(lb) 1 715.3 0.0 609.0 609.0 Sum 715.3 0.0 609.0 609.0 Maximum concrete compression strain(%o):0.05 <Figure 3> Maximum concrete compression stress(psi):211 Resultant tension force(lb):715 Resultant compression force(lb):715 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 J�, X Ir 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Ns (Ib) 0 ON-(lb) 17930 0.75 13448 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=kcA.�fchel'5(Eq. 17.4.2.2a) kc Aa fc(psi) haf(in) Nb(Ib) 17.0 1.00 4000 4.000 8601 ONcb=0(ANc/ANco)Ted,NTc,NTcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1a) ANc(InZ) AN-(InZ) ca,min(In) T'ed,N Vc,N Vcp,N Nb(Ib) 0 ONcb(Ib) 120.00 144.00 4.00 0.900 1.00 1.000 8601 0.65 4193 6.Pullout Strength of Anchor in Tension(Sec. 17.4.3) ONpn=OVI PAaNp(fc/2,500)n(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) Ye,P A a Np(Ib) fc(psi) n 0 ONpn(lb) 1.0 1.00 5783 4000 0.40 0.65 4536 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 319 of 352 • Anchor DesignerTM Company: AHBL Date: 1/9/2019 Engineer: AMP Page: 5/6 Software Project: Gayteway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vs (Ib) Ogrout 0 Ogr tOVsa(Ib) 9613 1.0 0.65 6248 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minl7(Wda)0.2�d,loa fcoa,''';9/1a�fcca71'11 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) cai(in) Vby(Ib) 4.00 0.625 1.00 4000 4.00 4059 OVeby=0(AVc/AVco)%d,VV'cy%,VVby(Sec. 17.3.1 &Eq. 17.5.2.1a) Ave(in2) Aveo(in2) V%,V V'o,V V'h,V Vby(Ib) 0 OVeby(Ib) 72.00 72.00 1.000 1.000 1.000 4059 0.70 2841 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcp=okcpNcb=okcp(ANc/ANco)V'ed,NVo,NVop,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANc(in2) ANco(in2) V'ed,N Y'e,N V'cp,N Nb(Ib) 0 OVcp(Ib) 2.0 120.00 144.00 0.900 1.000 1.000 8601 0.70 9031 11. Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load,Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 715 13448 0.05 Pass Concrete breakout 715 4193 0.17 Pass(Governs) Pullout 715 4536 0.16 Pass Shear Factored Load,Voa(lb) Design Strength,OW(lb) Ratio Status Steel 609 6248 0.10 Pass T Concrete breakout y+ 609 2841 0.21 Pass(Governs) Pryout 609 9031 0.07 Pass Interaction check Na/ON, Vua/OV Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.21 21.4% 1.0 Pass 5/8"0 SS Strong-Bolt 2, hnom:4.625"(117mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 320 of 352 • Anchor DesignerT"' Company: AHBL Date: 1/9/2019 Engineer: AMP Page: 6/6 Software Project: Gayteway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street,Tacoma,WA Phone: 253.383.2422 �E�-maill apflueger@ahbl.com 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 321 of 352 • Anchor DesignerTM Company: AHBL I Date: 1/7/2019 Engineer: AMP Page: 1/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St, Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 1I.Proiect information Customer company: Project description: Red Vines 1 Guardrail Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):7.25 State: Cracked Anchor Information: Compressive strength,f'e(psi):4000 Anchor type:Cast-in-place 4)e,v: 1.0 Material:AWS Type A Reinforcement condition: B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):5.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):6.38 Ignore 6do requirement: No Cmin(inch): 1.38 Build-up grout pad: No Smin(Inch):2.50 Base Plate Length x Width x Thickness(inch):6.00 x 27.00 x 0.50 Recommended Anchor Anchor Name: Headed Stud-5/8"G AWS Type A Headed Stud ii C Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 322 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 2/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]:0 Vuax[lb]:0 Vuay[lb]: 17858 Mux[ft-lb]:0 Muy[ft-lb]:0 Muz[ft-lb]:39 <Figure 1> 0 lb Z 39 ft-lb low0 lb 17858 lb 0 ft-lb 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 323 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 3/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com <Figure 2> 27.00 .00 o O110 ' M M I 7.50 8.00 8.00 8.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 324 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 4/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 3Oth St,Ste 300,Tacoma,WA Phone: 253.383.2422 �E�-mailj apflueger@ahbl.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(lb) Wax(lb) Way(lb) V(Vuax)Z+(Vuay)Z(lb) 1 0.0 17.5 4464.5 4464.5 2 0.0 5.8 4464.5 4464.5 3 0.0 -5.8 4464.5 4464.5 4 0.0 -17.5 4464.5 4464.5 Sum 0.0 0.0 17858.0 17858.1 Maximum concrete compression strain(%a):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 01 0 2 0 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(I b) Ogrout 0 OgmutOVsa(lb) 18715 1.0 0.65 12165 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vbx=minJ7(le/da)02�daxla�fcCa11 5;9Aa�fccalt 51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) Cal(in) Vbx(lb) 5.00 0.625 1.00 4000 3.38 3297 oVcbgx=0(Avcl Avco)3 ec v3 ed,v3'C,v3'h,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1 b) Ayc(inz) Ayco(inz) Yxeo,v `Yed,v `Yo,v y'h,V Vbx(I b) Y oVcbgx(I b) 91.97 51.41 0.717 1.000 1.000 1.000 3297 0.70 2960 Shear parallel to edge in y-direction: Vbx=minj7(/e/da)0.2�daAa4fXal"5;9A,a4fcCal"51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) de(in) Aa fc(psi) Cal(in) Vbx(lb) 5.00 0.625 1.00 4000 3.38 3297 oVcbgy=0(2)(Avc/Avco)Vec vVed,vV-c vVh,vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1 b) AVc(in2) Av.(in2) SeC,V V'ed,V V'c.V Vh,V Vbx(I b) 0 OVcbgy(I b) 173.09 51.41 1.000 1.000 1.000 1.000 3297 0.70 15539 Shear parallel to edge in x-direction: Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 325 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 5/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St, Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com Vby=minl7(/e/da)02VdaAagf'cca115;Na4f'cCa11.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) �a Pc(psi) cal(in) Vby(Ib) 5.00 0.625 1.00 4000 7.50 10896 oVcbx=0(2)(Avc/Avco)Y'ed,vY'c,vY'b,vVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Avc(in2) Av.(in2) Y'ed,v V'4y Y'n,v Vby(Ib) 0 oVcbx(Ib) 106.07 253.13 1.000 1.000 1.246 10896 0.70 7963 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcp=okcpNcb=Okcp(ANc/ANco)Fed,NTc,NTcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANc(m2) ANco(in2) Ved,N T'c,N V'cp,N Nb(I b) 0 OVcp(Ib) 2.0 87.04 225.00 0.835 1.000 1.000 16971 0.70 7676 11. Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Via(lb) Design Strength,OW(lb) Ratio Status Steel 4465 12165 0.37 Pass T Concrete breakout x+ 23 2960 0.01 Pass II Concrete breakout x+ 17858 15539 1.15 Fail 11 Concrete breakout y- 18 7963 0.00 Pass Concrete breakout, - - 1.15 Fail(Governs) combined Pryout 4465 7676 0.58 Pass FAIL! Selected anchor type and embedment do not meet the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 326 of 352 • Anchor DesignerTM Company: AHBL I Date: 1/7/2019 Engineer: AMP Page: 1/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St, Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 1I.Proiect information Customer company: Project description: Red Vines 1 Guardrail Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):420.00 State: Cracked Anchor Information: Compressive strength,f'e(psi):4000 Anchor type:Cast-in-place 4)e,v: 1.0 Material:AWS Type A Reinforcement condition: B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):5.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):6.38 Ignore 6do requirement: No Cmin(inch): 1.38 Build-up grout pad: No Smin(Inch):2.50 Base Plate Length x Width x Thickness(inch):6.00 x 27.00 x 0.50 Recommended Anchor Anchor Name: Headed Stud-5/8"G AWS Type A Headed Stud ii C Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 327 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 2/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]:0 Vuax[lb]:0 Vuay[lb]: 17858 Mux[ft-lb]:0 Muy[ft-lb]:0 Muz[ft-lb]:39 <Figure 1> 0 lb Z 39 -Ib 0 lb 17858 lb 0 ft-lb 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 328 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 3/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com <Figure 2> 27.00 3.00 i 00 CD 0 00 M 7.50 8.00 8.00 8.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 329 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 4/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 3Oth St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(lb) Wax(lb) Way(lb) V(Vuax)Z+(Vuay)Z(lb) 1 0.0 17.5 4464.5 4464.5 2 0.0 5.8 4464.5 4464.5 3 0.0 -5.8 4464.5 4464.5 4 0.0 -17.5 4464.5 4464.5 Sum 0.0 0.0 17858.0 17858.1 Maximum concrete compression strain(%a):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 01 0 2 0 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) Ogrout 0 OgmutoVsa(lb) 18715 1.0 0.65 12165 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vbx=minJ7(le/da)02�daxla�fcCa11 5;9Aa�fccalt 51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) Cal(in) Vbx(lb) 5.00 0.625 1.00 4000 3.38 3297 oVcbgx=0(Avcl Avco)3 ec v3 ed,v3'C,v3'h,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1 b) Ayc(inz) Ayco(in2) Yxeo,v `Yed,v `Yo,v y'h,V Vbx(Ib) Y l6Vcbgx(Ib) 91.97 51.41 0.717 1.000 1.000 1.000 3297 0.70 2960 Shear parallel to edge in x-direction: Vby=minj7(/e/da)0.2�daAa4fXal"5;9A,a4fccalt 51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) de(in) Aa fc(psi) Cal(in) Vby(lb) 5.00 0.625 1.00 4000 7.50 10896 oVcbx=0(2)(Avc/Avco)'Ixed,vV-c,vV-h,vVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Avc(in2) Av.(in2) Ved,y Yo,v Vh,v Vby(Ib) 0 oVcbx(lb) 76.05 253.13 1.000 1.000 1.000 10896 0.70 4583 Shear parallel to edge in y-direction: Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 330 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 5/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St, Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com Vbx=minl7(le/da)02Vdaxlagf Ca115;Na4f'cCa11.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) �a Pc(psi) cal(in) Vbx(I b) 5.00 0.625 1.00 4000 3.38 3297 oVcbgy=0(2)(Avc/Avco)V"ec,vV"ed,vV"c,vVh,vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1 b) Avc(in2) Av.(in2) y'eo,V Ved,v Ye,V Y'h,V Vbx(I b) 0 OVcbgy(I b) 173.09 51.41 1.000 1.000 1.000 1.000 3297 0.70 15539 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcp=okcpNcb=Okcp(ANc/ANco)Fed,NTc,NTcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANc(m2) ANco(in2) Ved,N Ta,N Vep,N Nb(I b) 0 OVcp(I b) 2.0 54.08 225.00 0.835 1.000 1.000 16971 0.70 4769 11. Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Via(lb) Design Strength,OW(lb) Ratio Status Steel 4465 12165 0.37 Pass T Concrete breakout x- 23 2960 0.01 Pass II Concrete breakout y- 18 4583 0.00 Pass 11 Concrete breakout x- 17858 15539 1.15 Fail Concrete breakout, - - 1.15 Fail(Governs) combined Pryout 4465 4769 0.94 Pass FAIL! Selected anchor type and embedment do not meet the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 331 of 352 • Anchor DesignerTM Company: AHBL I Date: 1/9/2019 Engineer: AMP Page: 1/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street, Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 1I.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):7.25 State: Cracked Anchor Information: Compressive strength,f'e(psi):4000 Anchor type:Torque controlled expansion anchor 4)e,v: 1.0 Material:Stainless Steel Reinforcement condition: B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.875 Reinforcement provided at corners: No Effective Embedment depth,hef(inch):3.375 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility:Yes Build-up grout pad: No hmin(inch):6.00 cep(inch):7.00 Base Plate Cmin(inch):5.00 Length x Width x Thickness(inch):9.00 x 12.00 x 0.50 Smin(Inch):5.50 Recommended Anchor Anchor Name:Strong-Bolt(g)2 Stainless Steel-1/2"0 SS Strong-Bolt 2, hnom:3.875"(98mm),cmin:5" Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 332 of 352 Anchor DesignerTM Company: AHBL I Date: 1/9/2019 Software Engineer: AMP Page: 2/5 Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]:842 Vuax[lb]:0 Vuay[lb]: 1729 Mux[ft-lb]:-1223 Muy[ft-lb]:0 Muz[ft-lb]:0 <Figure 1> Z 842 lb 0 ft-lb 4, 1729 lb 4X 0 Ib Y 0 ft-lb 1223 ft-lb In Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 333 of 352 Anchor DesignerTM Company: AHBL I Date: 1/9/2019 Software Engineer: AMP Page: 3/5 Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com <Figure 2> 12.00 0 C) dl ,6 9.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 334 of 352 Anchor DesignerTM Company: AHBL I Date: 1/9/2019 Software Engineer: AMP Page: 4/5 Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(lb) Vuax(lb) Way(lb) 1(Vuax)2+(Vuay)2(lb) 1 962.1 0.0 432.3 432.3 2 10.6 0.0 432.3 432.3 3 10.6 0.0 432.3 432.3 4 962.1 0.0 432.3 432.3 Sum 1945.3 0.0 1729.0 1729.0 Maximum concrete compression strain(%a):0.04 <Figure Maximum concrete compression stress(psi): 175 Resultant tension force(lb): 1945 Q Resultant compression force(lb): 1104 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):4.40 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 o4 X 3 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ONsa(lb) 12075 0.75 9056 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kcA.�fchef'5(Eq. 17.4.2.2a) ko A.a fc(psi) hef(in) Nb(Ib) 17.0 1.00 4000 3.375 6666 ONcbg=0(ANc/ANca)%c,NY%d,NY%,NV-cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(in2) AN.(in2) ca,min(In) V'ec,N V'ed,N TC,N Tcp,N Nb(Ib) ONcbg(Ib) 308.39 102.52 - 0.535 1.000 1.00 1.000 6666 0.65 6972 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) ONpn=0VlcPA.aNp(fc/2,500)n(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) Tc,P A.a Np(Ib) fa(psi) n rb r6Npn(Ib) 1.0 1.00 4305 4000 0.50 0.65 3540 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 335 of 352 • Anchor DesignerT"' Company: AHBL I Date: 1/9/2019 Engineer: AMP Page: 5/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th Street, Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vs (lb) Ogrout 0 Ogr tOVsa(Ib) 7245 1.0 0.65 4709 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=Okc^bg=okcp(ANc/ANco)`Yec,NYed,NYo,NYop,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in') ANco(in') Vec,N Ved,N Vc,N Pcp,N Nb(Ib) 0 0Vcpg(I b) 2.0 308.39 102.52 1.000 1.000 1.000 1.000 6666 0.70 28076 11. Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load,N(lb) Design Strength,oNn(lb) Ratio Status Steel 962 9056 0.11 Pass Concrete breakout 1945 6972 0.28 Pass(Governs) Pullout 962 3540 0.27 Pass Shear Factored Load,Via(lb) Design Strength,oW(lb) Ratio Status Steel 432 4709 0.09 Pass(Governs) Pryout 1729 28076 0.06 Pass Interaction check N a/0Nr, V,a/OV Combined Ratio Permissible Status Sec. 17.6..1 0.28 0.00 27.9% 1.0 Pass 1/2"0 SS Strong-Bolt 2, hnom:3.875"(98mm),cmin:5"meets the selected design criteria. 12.Warninas -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 336 of 352 • Anchor DesignerTM Company: AHBL I Date: 1/9/2019 Engineer: AMP Page: 1/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St, Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 1I.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):7.25 State: Cracked Anchor Information: Compressive strength,f'e(psi):4000 Anchor type:Torque controlled expansion anchor 4)e,v: 1.0 Material:Stainless Steel Reinforcement condition: B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.875 Reinforcement provided at corners: No Effective Embedment depth,hef(inch):3.375 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility:Yes Build-up grout pad: No hmin(inch):6.00 cep(inch):7.00 Base Plate Cmin(inch):5.00 Length x Width x Thickness(inch):9.00 x 9.00 x 0.50 Smin(Inch):5.50 Recommended Anchor Anchor Name:Strong-Bolt(g)2 Stainless Steel-1/2"0 SS Strong-Bolt 2, hnom:3.875"(98mm),cmin:5" Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 337 of 352 • Anchor DesignerTM Company: AHBL Date: 1/9/2019 Engineer: AMP Page: 2/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]: 1613 Vuax[lb]:0 Vuay[lb]: 1626 Mux[ft-lb]:-1149 Muy[ft-lb]:0 Muz[ft-lb]:0 <Figure 1> Z 1613 lb 4to_l 0 ft-lb ` 1626 Ib Y 0 ft-lb 1149 -Ib Lr) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 338 of 352 • Anchor DesignerTM Company: AHBL Date: 1/9/2019 Engineer: AMP Page: 3/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com <Figure 2> 9, 00 I 0 0 0 0 ai 6 6.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 339 of 352 • Anchor DesignerTM Company: AHBL Date: 1/9/2019 Engineer: AMP Page: 4/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Wax(lb) Way(lb) 0uax)2+(Vuay)2(lb) 1 1418.0 0.0 406.5 406.5 2 90.3 0.0 406.5 406.5 3 90.3 0.0 406.5 406.5 4 1418.0 0.0 406.5 406.5 Sum 3016.7 0.0 1626.0 1626.0 Maximum concrete compression strain(%a):0.07 <Figure 3> Maximum concrete compression stress(psi):286 Resultant tension force(lb):3017 01 !2 Resultant compression force(lb): 1405 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):2.64 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X o4 3 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ONsa(lb) 12075 0.75 9056 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kcA.�fchef'5(Eq. 17.4.2.2a) ko A.a fc(psi) hef(in) Nb(Ib) 17.0 1.00 4000 3.375 6666 ONcbg=0(ANc/ANca)%c,NY%d,NY%,NV-cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(Inz) AN.(W) ca,min(In) V'ec,N V'ed,N TC,N Tcp,N Nb(Ib) ONcbg(Ib) 260.02 102.52 - 0.657 1.000 1.00 1.000 6666 0.65 7223 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) ONpn=OY1c,PA.aNp(fc/2,500)n(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) T4P A.a Np(Ib) fa(psi) n 0 6Npn(Ib) 1.0 1.00 4305 4000 0.50 0.65 3540 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 340 of 352 • Anchor DesignerT"' Company: AHBL I Date: 1/9/2019 Engineer: AMP Page: 5/5 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St, Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vs (lb) Ogrout 0 Ogr tOVsa(Ib) 7245 1.0 0.65 4709 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=Okc^bg=okcp(ANc/ANco)`Yec,NYed,NYo,NYop,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in') ANco(in') Vec,N Ved,N Vc,N Pcp,N Nb(Ib) 0 0Vcpg(I b) 2.0 260.02 102.52 1.000 1.000 1.000 1.000 6666 0.70 23672 11. Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load,N(lb) Design Strength,oNn(lb) Ratio Status Steel 1418 9056 0.16 Pass Concrete breakout 3017 7223 0.42 Pass(Governs) Pullout 1418 3540 0.40 Pass Shear Factored Load,Via(lb) Design Strength,oW(lb) Ratio Status Steel 407 4709 0.09 Pass(Governs) Pryout 1626 23672 0.07 Pass Interaction check N a/0Nr, V,a/OV Combined Ratio Permissible Status Sec. 17.6..1 0.42 0.00 41.8% 1.0 Pass 1/2"0 SS Strong-Bolt 2, hnom:3.875"(98mm),cmin:5"meets the selected design criteria. 12.Warninas -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 341 of 352 • Anchor Designer" Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 1/6 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St, Ste 300,Tacoma WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 1I.Proiect information Customer company: Project description: Red Vines 1 Guardrail Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):7.25 State: Cracked Anchor Information: Compressive strength,f'e(psi):4000 Anchor type:Cast-in-place 4)e,v: 1.0 Material:AWS Type B Reinforcement condition: B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):5.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):6.38 Ignore 6do requirement: No Cmin(inch): 1.38 Build-up grout pad: No Smin(Inch):2.50 Base Plate Length x Width x Thickness(inch): 12.00 x 14.00 x 0.50 Recommended Anchor Anchor Name: Headed Stud-5/8"G AWS Type B Headed Stud Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 342 of 352 • Anchor DesignerT"' Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 2/6 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma WA Phone: 253.383.2422 �E�-maill apflueger@ahbl.com Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]: 1747 Vuax[lb]: 1747 Vuay[lb]:3099 Mux[ft-lb]:0 Muy[ft-lb]:0 Muz[ft-lb]:0 <Figure 1> 1747 lb 3099 lb 1747 lb Irl 0 ft-lb 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 343 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 3/6 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com <Figure 2> t O O O O ,Ni 01 Ln n 19.00 19.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 344 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 4/6 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma WA Phone: 253.383.2422 �E�-mailj apflueger@ahbl.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(lb) Wax(lb) Way(lb) V(Vuax)2+(Vuay)2(lb) 1 873.5 873.5 1549.5 1778.8 2 873.5 873.5 1549.5 1778.8 Sum 1747.0 1747.0 3099.0 3557.5 Maximum concrete compression strain(%o):0.00 <Figure 3 Maximum concrete compression stress(psi):0 o2 Resultant tension force(lb): 1747 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(Ib) 0 ^.(Ib) 19940 0.75 14955 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kc la�fchefl"(Eq. 17.4.2.2a) kc Aa fc(psi) hcf(in) Nb(Ib) 24.0 1.00 4000 5.000 16971 0.75ONcbg=0.750(ANc/ANco)V'ec,N V'ed,N V'C,N V'cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(In2) ANco(In2) ca,min(In) VecN Ved,N Vc,N V'cp,N Nb(Ib) 0 0.75^bg(lb) 318.75 225.00 4.75 1.000 0.890 1.00 1.000 16971 0.70 11233 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Npn=0.750Y%,PNp=0.750V1cP8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) Y%,P Abrg(In2) fc(psi) 0 0.75^N (lb) 1.0 0.92 4000 0.70 15456 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 345 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 5/6 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St,Ste 300,Tacoma WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) lOY'-t 0 OgroutoVsa(lb) 19940 1.0 0.65 12961 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=min 17(le/da)°'2gdaAagfXa11'5;9AagfcCa11'Sl(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /a(in) da(in) Aa fc(psi) Cal(in) Vby(lb) 5.00 0.625 1.00 4000 19.00 43936 oVcbgy=0(Avc/Avco)Y'ec,vY'edvYe,vY'h,vVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) V'ec,V Ved,v iC,v Yxh,v Vby(Ib) 0 oVcbgy(Ib) 306.31 1624.50 1.000 0.750 1.000 1.983 43936 0.70 8623 Shear perpendicular to edge in x-direction: Vbx=minj7(1e/da)0'2gdaAagfXa11'5;9AagfcCa11'51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa fc(psi) Cal(in) Vbx(Ib) 5.00 0.625 1.00 4000 12.67 23916 oVcbx=0(Avc/Avco)yed,vye,vy'h,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1a) Avc(in2) Av.(in2) Ved,y YqV V'h,v Vbx(Ib) 0 oVcbx(Ib) 275.50 722.00 1.000 1.000 1.619 23916 0.70 10341 Shear parallel to edge in x-direction: Vby=minJ7(le/da)0'2�daA �fcCa11'5;9A �fcCa11'51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /a(in) da(in) Aa fc(psi) Cal(in) Vby(lb) 5.00 0.625 1.00 4000 19.00 43936 ¢Vcbgx=0(2)(Avc/Avco)Y'ec,vY'ed,vV-cvY'h,vVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Av.(in2) y'ec,V %d,V Yo,V Y'h,V Vby(Ib) 0 OVcbgx(Ib) 306.31 1624.50 1.000 1.000 1.000 1.983 43936 0.70 22996 Shear parallel to edge in y-direction: Vbx=minl7(/a/da)024daA,a4fcCa,1 5;9A,a4fcca,l 11(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa fc(psi) Cal(in) Vbx(Ib) 5.00 0.625 1.00 4000 4.75 5492 OVcby=0(2)(Avc/Avco)y'ed,vy'c,vy'h,vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Avc(in2) Avco(in2) 'Fed,V 110,v `Yh,v Vbx(Ib) 0 OVcby(Ib) 101.53 101.53 1.000 1.000 1.000 5492 0.70 7689 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) 0Vcpg=Okc^bg=Okcp(ANc/ANco)Y'ec,NY'ed,NVcNYep,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in2) ANco(in2) %c,N Yed,N Vc,N 11op,N Nb(Ib) 0 OVcpg(Ib) 2.0 318.75 225.00 1.000 0.890 1.000 1.000 16971 0.70 29956 11. Results Interaction of Tensile and Shear Forces(Sec. 17.6.E Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 346 of 352 • Anchor Designer" Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 6/6 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N 30th St, Ste 300,Tacoma WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com Tension Factored Load,N(lb) Design Strength,oNn(lb) Ratio Status Steel 874 14955 0.06 Pass Concrete breakout 1747 11233 0.16 Pass(Governs) Pullout 874 15456 0.06 Pass Shear Factored Load,Via(lb) Design Strength,0V (lb) Ratio Status Steel 1779 12961 0.14 Pass T Concrete breakout y+ 3099 8623 0.36 Pass T Concrete breakout x+ 1747 10341 0.17 Pass Concrete breakout y+ 1747 22996 0.08 Pass Concrete breakout x+ 1550 7689 0.20 Pass Concrete breakout, - - 0.40 Pass(Governs) combined Pryout 3558 29956 0.12 Pass Interaction check Na/ON, Vua/OV, Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.40 39.7% 1.0 Pass 5/8"0 AWS Type B Headed Stud with hef=5.000 inch meets the selected design criteria. 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 347 of 352 • Anchor Designer" Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 1/6 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N.30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 1I.Proiect information Customer company: Project description: Red Vines 1 Guardrail Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):7.25 State: Cracked Anchor Information: Compressive strength,f'e(psi):4000 Anchor type:Cast-in-place 4)e,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):3.500 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):4.88 Ignore 6do requirement: No Cmin(inch):3.75 Build-up grout pad: No Smin(inch):3.75 Base Plate Length x Width x Thickness(inch):6.00 x 14.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-5/8"G Heavy Hex Bolt, F1554 Gr.36 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 348 of 352 Anchor DesignerT"' Company: AHBL I Date: 1/7/2019 Software Engineer: AMP Page: 2/6 Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N.30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]: 1747 Vuax[lb]:0 Vuay[lb]:3099 Mux[ft-lb]:0 Muy[ft-lb]:0 <Figure 1> 1747 lb 0 lb 3099 lb Ln 0 ft-lb 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 349 of 352 Anchor DesignerTM Company: AHBL I Date: 1/7/2019 Software Engineer: AMP Page: 3/6 Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N.30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com <Figure 2> 14.00 0 0 1.0 N N 19.00 19.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 350 of 352 Anchor DesignerTM Company: AHBL I Date: 1/7/2019 Software Engineer: AMP Page: 4/6 Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N.30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(lb) Vuax(lb) Way(lb) 0uax)2+(Vuay)2(lb) 1 1747.0 0.0 3099.0 3099.0 Sum 1747.0 0.0 3099.0 3099.0 Maximum concrete compression strain(%e):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb): 1747 Resultant compression force(lb):0 Y Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Ns (Ib) 0 ON-(Ib) 13100 0.75 9825 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=kc%a-�fcher',5(Eq. 17.4.2.2a) kc Aa f�(psi) her(in) Nb(Ib) 24.0 1.00 4000 3.500 9939 0.75ONcb=0.750(ANc/ANco)V edN'V c,N'V cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 a) ANc(in2) AN.(Inz cm(In) TedN Tc,N yJcp,N Nb(Ib) 0.75^b(lb) 99.75 110.25 4.25 0.943 1.00 1.000 9939 0.70 4451 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Npn=0.750Vc,PNp=0.750Vc,P8Amyfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) Yc,P Abrg(in2) fc(psi) 0 0.750Npn(lb) 1.0 0.67 4000 0.70 11273 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 351 of 352 • Anchor DesignerTM Company: AHBL Date: 1/7/2019 Engineer: AMP Page: 5/6 Software Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N.30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vs (lb) Ogrout 0 Ogr tOVsa(Ib) 7865 1.0 0.65 5112 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minJ7(la/da)0.2�da/la�fccail-';9/1a�fcca7''Sj (Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) Aa fc(psi) cai(in) Vby(Ib) 3.50 0.625 1.00 4000 19.00 40911 OVcby=0(Avc/AVco)V'adyV'c,v%yVby(Sec. 17.3.1 &Eq. 17.5.2.1a) Avc(in2) Avco(inZ) Ved,V V'o,V V'h,V Vby(Ib) 0 OVcby(Ib) 237.44 1624.50 0.745 1.000 1.983 40911 0.70 6180 Shear parallel to edge in y-direction: Vbx=minJ7(le/da)02�da/la�fcca115;911a�fccail5I (Eq. 17.5.2.2a&Eq. 17.5.2.2b) /a(in) da(in) Ila fc(psi) cal(in) Vbx(Ib) 3.50 0.625 1.00 4000 4.25 4328 OVcby=0(2)(Avc/Avco)Ved,vVc,vVh,vVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) AVc(In2) AVco(In2) V%d,V Ye,V V'h,V Vbx(Ib) 0 OVcby(Ib) 81.28 81.28 1.000 1.000 1.000 4328 0.70 6059 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcp=okcpNcb=Okcp(ANo/ANoo)V'ad,NV'c,NV'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANc(In2) ANco(in') V'ad,N V'c,N Vap,N Nb(I b) 0 OVcp(lb) 2.0 99.75 110.25 0.943 1.000 1.000 9939 0.70 11870 11. Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load,Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 1747 9825 0.18 Pass Concrete breakout 1747 4451 0.39 Pass(Governs) Pullout 1747 11273 0.15 Pass Shear Factored Load,Vua(lb) Design Strength,OW(lb) Ratio Status Steel 3099 5112 0.61 Pass(Governs) T Concrete breakout y+ 3099 6180 0.50 Pass II Concrete breakout x+ 3099 6059 0.51 Pass Pryout 3099 11870 0.26 Pass Interaction check (Nu./ON,.)- (Vua/0Vua)513 Combined Ratio Permissible Status Sec. R17.6 0.21 0.43 64.5% 1.0 Pass 518"0 Heavy Hex Bolt,F1554 Gr.36 with hef=3.500 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 352 of 352 Anchor DesignerT"' Company: AHBL I Date: 1/7/2019 Software Engineer: AMP Page: 6/6 Project: Gateway Bldg B Version 2.7.6990.27 Address: 2215 N.30th St,Ste 300,Tacoma,WA Phone: 253.383.2422 E-mail: apflueger@ahbl.com 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com CITY OF ARLINGTON INSPECTION CARD No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: GAYTEWAY BUSINESS PARK CONTRACTOR: SIERRA CONSTRUCTION JOB ADDRESS: 20100 67TH AVENUE NE LOT NUMBER B TYPE GROUP NATURE of WORK: NEW COMMERCIAL BUILDING USE of BUILDING: MULTI-TENANT 111-B F-1/B PERMIT No: BLD#2580 DATE ISSUED: 9/10/2019 INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360)403-3417 UNDERFLOOR SHEARWALL PLUMBING(groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD(SHEAR/RATED WALLS) CEILING GRID STRUCTURALSLAB CROSS CONNECTION CONTROL IN PREMISE (360)403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING,SIGNAGE&MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360)403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360)403-3526 SIDE SEWER/CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL UNDERGROUND HYDRO/FLUSH/COVER (360)403-3417 ABOVEGROUND HYDRO/COVER FDC FLUSH FIRE ALARM /AUTOMATIC SPRINKLER FINAL HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360)403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE T T T T T T NELSON I I I I I I — NeIEo Architecture,Inc. I I I I 1200 Fifth Ave.Suite 1300 SeaLys Pon le WA 98101 -4999 ,e > Fax: (206)223-4990 7 TT L J EL _ OPEN OFFICE 7 OFFICE 01 193-91/2" a NFERENC OFFICE 13'-7" 43'4 3/4" 1 , Consultants OP Description: No: By: Date: N n SECOND FLOOR PLAN N L /8 = i' CED ' N LEGEND: PLUMBING COUNT: CP - - [V I EXISTING PARTITION TO REMAIN WAREHOUSE=47,241 SQ.FT/500=95 OCCUPANT(1 WCJI AV PER 100) NEW PARTITION OFFICE 1ST FLOOR=1,856 SQ,Fr/100=19 OCCUPANT(1WC 1 AV PER 25) , OFFICE 2ND FLOOR=1,856 SQ.FT/100=19 OCCUPANT(1WC/lIAV PER 25) revisions I I I I ' CLEARWATER SPA CFO R 'Ly y-1' 1l��Fj�-ByBRREAKROOM BGAYTEWAY UIL ING B T \ 1 20015 67TH AVE NE _ a ARLINGTON,WA L— I I L � LOCKERS — — ——t— — — — FLOOR PLAN•OPTION A•RI sheet title I I I <� 66 OFFICE M oFrlcE I I I m OFFICE FJ�ELEC seal Proj.No: 19.02230TH Drawn By: TH Project Manager: TH Reviewed By: ER Designer: /�ER Approved By: ER N ��\ FIRST FLOOR PLAN N OVERALL FLOOR PLAN ~�' 1 ALL DIMENSIONS AND CONDITIONS MUST BE CHECKED AND VERIFIED 1 1/8"= 1-O" 1-O ON SUE BY THE CONTRACTOR AND SUB-CONTRACTORS PRIOR TO PERFORMING THE WORK.THE PROJECT MANAGER SHALL BE NOTIFIED IN WRTRNG OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH THE WORK. NEBON WORLDWIDE,LLC 2018 ALL RIGHTS RESERVED Full size=24"x 36"/Half size=12"x 18"/11"x 17"=NTS CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 20101 67th Avenue NE, BLDG. B Building Permit Number BLD-2580 Name &Address of Owner Occupant Load Number of Stories GAYTEWAY BUSINESS PARK, LLC WAREHOUSE - 109 1 P.O. BOX 1727 BELLEVUE,WA 98009 Type of Construction/ Sprinkler System Required Use III-B FULLY SPRINKLERED MANUFACTURING THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1 OCCUPANCY ISSUED April 19, 2022 BY BUILDING OFFICIAL Permit Information Date 5/30/2019 Permit Number 2580 Project Name Gayteway Business Park-Building B Applicant Name Errol Ramirez Applicant Address 1200 5th Avenue,Suite 1300 City, State,Zip Seattle,WA 98101 Contact Errol Ramirez Phone 206-408-8633 Email errol@craftarchitects.com Permit Type Commercial New Site Address 20015 67th Avenue NE Valuation 2866050.00 Status Applied Permit Issued Permit Expires Square Feet 66625 Type of Construction/Occupancy Load IIIB Number of Stories 1 Proposed Use New factory/industrial building MIC/Opportunity Zone Assigned To Raelynn Jones Property Parcel Address Legal Owner Owner Phone Zoning 31051400200700 120015 67TH AVE NE I IGayteway Business Park, LLC 1399 Other Miscellaneous Manufacturing NEC Fees Fee Description Notes Amount Building Permit Fee 322.10.00.00 $35,704.56 Building Plan Review Fee 345.83.00.00 $23,207.96 Processing/Technology Fee 341.43.00.02 $25.00 State Surcharge-Commercial 386.00.01.00 $25.00 Total $58,962.52 Notes Date Note 7/11/2019 JA file folder has been created and is located in the plan review area. 5/30/2019 Emailed for applicant/owner signatures on application Uploaded Files Upload File Date File Uploaded B 7/11/2019 10:54:05 AM 2580 Signed Applicationl.pdf Foster, Kristin 5/30/2019 3:39:07 PM 2580 Structural Calculations.pdf Jones, Raelynn 5/30/2019 3:39:07 PM 2580 Commercial Application Packet.pdf Jones, Raelynn 5/30/2019 3:39:07 PM 2580 Bldg B Special Inspection and Testing Agreement.pdf Jones, Raelynn 5/30/2019 3:39:07 PM 2580 Bldg B Deferred Submital Agreement.pdf Jones, Raelynn 5/30/2019 3:39:07 PM 2580 19-0501 env15-v4.pdf Jones, Raelynn SAFEbul It . APPLICATION STATUS ❑ Revisions Required — Hold Lou Whitford ❑x Initial Review ❑ 2nd Review ❑ 3rd Review Sr. Plans Examiner ❑ Approved With Conditions Phone:206-503-5948 1621 1141hAve SE, Ste 219 ❑ APPROVED Bellevue WA 98004 Iwhitford@safebuilt.com DATE: 7/17/2019 Safebuiltbellevue@safebuilt.com IMPORTANT REVISION SUBMITTAL INFORMATION To Whom It May Concern: A review for City of Arlington regarding the GAYTEWAY BUILDING B/BLDG PERMIT 2580 that requires additional information that is necessary or further clarifications that will be required prior to approval of your project. Please review the comments listed below and make corrections to the drawings as necessary. Instructions for submitting Revisions • Identify revised/added information by circling,noting, or otherwise consistently marking changes on the plans. • Please respond in writing to each comment by marking the attached list or creating a response letter. Remember to indicate which plan sheet,detail, specification,or calculation shows the requested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. • Submit your new set of revised plan corrections c/o: Lou Whitford- Safebuilt to the City of Arlington with a copy of this letter. PLEASE NOTE: Further review and correction may be necessary as a result of submitting this additional information. If you have questions concerning the review of this project of the information contained in this letter, you may contact SAFEbuilt as shown above. Sincerely, Lo-w W kif oU Senior Plans Examine 1 I P a g e COMMENTS; 1. Please provide the Geotech report for this site. 2. Please provide structural design for the trash enclosure (15/A0.3)not included or cross referenced on the plan. 3. Please provide structural design for the retaining wall at ramp (9/A0.3) not included or cross referenced on the plan. 4. Show the anchorage details for the brick veneer compliant with Section 1405 of the IBC and shown in the KEY NOTES on sheet A4.2 2 1 P a g e NORTH VENT TO General Notes ROOF■ -WASTE/VENT PIPING MATERIAL: PVC SCH. ■ 40 SOLID WALL PIPE 4" FLOOR DRAIN -PLANS IN COMPLIANCE WITH ANSI A117.1 VENT TO C.O 6" WASTE ROOF; ■ i • 1/4"PER 1' • ; �0. ■ WG; ;■ mU ■ ■ ■ ;NVCU■■ ■. ■10 ■ ■■WG'■ ■n ■m** ■' ■■WG' '■ �:. INC ■; ;■:LAV. ■ C C ' :OLAV. 0 ■ C : 6" WASTE P.00 1 U N U N C. C. P.00 2 LAV LAV 6" WASTE ENERGY CODE NOTES 1/4"PER V 1/4"PER V 1.MOTORS: COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES LISTED IN ENERGY CODE ENFORCED BY 1/4"PER 1' AHJ. 2.PIPING AND DUCT INSULATION: COMPLY WITH C. THICKNESSES AND TYPES LISTED IN ENERGY CODE ENFORCED BY AHJ UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED. 3.RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER 6" WASTE PER ENERGY CODE ENFORCED BY THE LOCAL AHJ. C.O " Re'S'°"i'Ssue °°te 4. OPERATION AND MAINTENANCE MANUALS: SUBMIT TO "'m NO °°'Add STATE THE BUILDING OWNER PER ENERGY CODE ENFORCED BY 8706 S 222N❑SIT MECHANAL THE LOCAL AHJ. KENT,WA 98WI 5.MECHANICAL SYSTEMS COMMISSIONING AND COMPLETION REQUIREMENTS: TEST SYSTEMS TO ENSURE THAT BUILDING SYSTEMS HAVE BEEN DESIGNED, INSTALLED,AND FUNCTION PROPERLY,EFFICIENTLY, ame dd.e== AND CAN BE MAINTAINED IN ACCORDANCE WITH THE GAYTEWAY BLDG B CONTRACT DOCUMENTS IN ORDER TO SATISFY THE 20015 BUILDING OWNER'S DESIGN INTENT AND OPERATIONAL 67TH , WA NE ARLINGTON W REQUIREMENTS PER ENERGY CODE ENFORCED BY THE RLI LOCAL AHJ.REFER TO SPECIFICATIONS FOR ADDITIONAL COMMISSIONING REQUIREMENTS. P'*` snae< 6. THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN GAYTEWAY p O DESIGNED TO COMPLY WITH ENERGY CODE ENFORCED Date I 1 .BY THE LOCAL AHJ. CONTRACTOR IS RESPONSIBLE FOR 09/11/2019 s-ie CORRECT INSTALLATION OF ENERGY CONSERVATION NONE MEASURES Inspection Results by Permit Number Permit Number: BLD-2580 New Commercial 20101 67th Ave NE,Arlington,WA 98223 Inspection Step Inspection Type Inspection Description Inspector Date Inspections Final Building Scott Dorrance 04/19/2022 Inspections Foundation Scott Dorrance 09/18/2020 Reinforcing Inspections 1 st Floor Slab Scott Dorrance 09/15/2020 Inspections 1 st Floor Slab Scott Dorrance 07/17/2020 Inspections Rough Frame Cont. Inspection Scott Dorrance 07/17/2020 Inspections Insulation Scott Dorrance 07/17/2020 Inspections Final Electrical L&I Scott Dorrance 07/17/2020 Approval Inspections Final Building Scott Dorrance 07/17/2020 Inspections Rebar cont Tilt-up panels Scott Dorrance 07/17/2020 Inspections Rough Frame Cont. Inspection Scott Dorrance 03/13/2020 Inspections Rough Plumbing Roof Drains Christina Humphrey 03/03/2020 Inspections Drywall Christina Humphrey 03/03/2020 Inspections Rough Frame Cont. Partial Inspections Scott Dorrance 03/03/2020 Inspections Rough Frame Cont. Partial Inspections Scott Dorrance 02/24/2020 Inspections Slab Cont slab Scott Dorrance 01/29/2020 Inspections Slab Cont slab Scott Dorrance 01/23/2020 Inspections Rough Frame Scott Dorrance 12/27/2019 Inspections Rough Frame Scott Dorrance 12/23/2019 Inspections Footings Cont partial inspection Scott Dorrance 12/03/2019 Inspections Rebar cont Tilt-up panels Scott Dorrance 11/01/2019 Inspections Rebar cont Tilt-up panels Scott Dorrance 10/28/2019 Inspections Rebar cont Tilt-up panels Scott Dorrance 10/25/2019 Inspections Rebar Tilt-up Panels Scott Dorrance 10/24/2019 Inspections Slab Cont slab Scott Dorrance 10/15/2019 Inspections 1 st Floor Slab Scott Dorrance 10/14/2019 Inspections Slab Cont slab Scott Dorrance 10/14/2019 Inspections Slab Cont slab Scott Dorrance 10/08/2019 Inspections Slab Cont slab Scott Dorrance 10/03/2019 Inspections Slab Scott Dorrance 09/27/2019 Inspections Foundation Scott Dorrance 09/27/2019 Reinforcing Inspections Footings Scott Dorrance 09/23/2019 Inspections Footings Scott Dorrance 09/18/2019 Inspections Footings Scott Dorrance 09/17/2019 Inspections Foundation Scott Dorrance 09/17/2019 Reinforcing Inspections 34 Total Inspections: 34 Result Notes Passed Passed 09/18/2020 (Scott Dorrance)Wall inspection for frontage retaining walls approved Partial Pass Failed -Not Ready Failed -Not Ready Failed -Not Ready 07/17/2020 (Scott Dorrance) No access no trailer no phone number Failed -Not Ready 07/17/2020 (Scott Dorrance) No access no phone number no trailer on site Failed -Not Ready Failed -Not Ready Partial Pass 03/13/2020 (Scott Dorrance) Exterior dens glass sheeting nailing Passed 03/04/2020 (Christina Humphrey)Verified By SWD Passed 03/04/2020 (Christina Humphrey) Resulted under Rough Frame=Sheet rock nailing in equipment and electrical rooms approved; 03/04/2020 (Christina Humphrey)Verified by SWD Passed 03/03/2020 (Scott Dorrance)Sheet rock nailing in equipment and electrical rooms approved Partial Pass 02/24/2020 (Scott Dorrance) Framing for riser room and electrical room OK to sheet rock Passed 01/29/2020 (Scott Dorrance)Close your strip for entire building special inspection approval Failed -Not Ready Passed 12/27/2019 (Scott Dorrance) Rough nailing approved per special inspection on site reviewing Failed -Not Ready Passed 12/03/2019 (Scott Dorrance) Footing for ramp approved special inspection on site Partial Pass 11/01/2019 (Scott Dorrance) Panel walls nine, 11, 12, 13, 14, 15, 16, 25, 26, 27, 28, 31, 56 and wing walls Partial Pass 10/28/2019 (Scott Dorrance) Panels three, four, six, seven, eight, 10, 34B, 42 a,42B,44 5557 Partial Pass 10/25/2019 (Scott Dorrance) Panels 45,44, 43, 42, 41, 41 B, 41 C, 40, 39, 38, 37, 37B, 37C, 36, 35, 34, 34b 34C, 33, 32, 30, 33, 36, 55, 56, 57, three,four, Five, six, seven, eight, nine Passed 10/24/2019 (Scott Dorrance) Panel numbers being poured one, two, 46, 47, 48, 49, 50, 51, 52, 53, 54 Partial Pass Partial Pass 10/14/2019 (Scott Dorrance)Grid 6 to7 and A through F Partial Pass 10/14/2019 (Scott Dorrance) Disregard inspection notes; 10/14/2019(Scott Dorrance) Building B second floor decks OK Partial Pass 10/08/2019 (Scott Dorrance)Grid 5 to 6 and B to F special inspected on site Partial Pass 10/03/2019 (Scott Dorrance)Gridlines 3-5 and B-F Passed Passed 09/27/2019 (Scott Dorrance)Grid 1-through 3 and A through F slab special inspection on site Passed Partial Pass 09/18/2019 (Scott Dorrance)All anterior pads approved Gridline A Through F on seven. Grid seven through three on F All footings Failed -Code 09/17/2019 (Scott Dorrance) Interior pads Violation need minimum 3 inches between dirt and rebar Failed -Not Ready 09/17/2019 (Scott Dorrance) Exterior footings not ready for inspection Current Inspection Status Report BLD-2580 20101 67th Ave NE,Arlington Date of Report: 04/19/2022 Inspection Step Inspection Type Inspection Description Last Inspection Current Inspection Status Notes Inspections Final Building 07/17/2020 Failed-Not Ready Inspections Drywall 03/03/2020 Passed 03/04/2020(Christina Humphrey) Resulted under Rough Frame=Sheet rock nailing in equipment and electrical rooms approved;03/04/2020(Christina Humphrey)Verified by SWD Inspections Final Electrical L&I Approval 07/17/2020 Failed-Not Ready 07/17/2020(Scott Dorrance)No access no phone number no trailer on site Inspections Footings 09/23/2019 Passed Inspections Foundation Reinforcing 09/27/2019 Passed 09/27/2019(Scott Dorrance)Grid 1- through 3 and A through F slab special inspection on site Inspections Insulation 07/17/2020 Failed-Not Ready 07/17/2020(Scott Dorrance)No access no trailer no phone number Inspections Rough Frame 12/27/2019 Passed 12/27/2019(Scott Dorrance)Rough nailing approved per special inspection on site reviewing Inspections Slab 09/27/2019 Passed Inspections Slab Cont slab 01/29/2020 Passed 01/29/2020(Scott Dorrance)Close your strip for entire building special inspection approval Inspections 1st Floor Slab 09/15/2020 Partial Pass Inspections Rebar Tilt-up Panels 10/24/2019 Passed 10/24/2019(Scott Dorrance)Panel numbers being poured one,two,46,47, 48,49,50,51,52,53,54 Inspections Rebar cont Tilt-up panels 07/17/2020 Failed-Not Ready Inspections Footings Cont partial inspection 12/03/2019 Passed 12/03/2019(Scott Dorrance)Footing for ramp approved special inspection on site Inspections Rough Frame Cont. Partial Inspections 03/03/2020 Passed 03/03/2020(Scott Dorrance)Sheet rock nailing in equipment and electrical rooms approved Inspections Rough Plumbing Roof Drains 03/03/2020 Passed 03/04/2020(Christina Humphrey) Verified By SWD Inspections Rough Frame Cont. Inspection 07/17/2020 Failed-Not Ready Inspections Foundation Reinforcing 09/18/2020 Passed 09/18/2020(Scott Dorrance)Wall inspection for frontage retaining walls approved Permit#: 2580 Permit Date: 05/30/19 Permit Type: COMMERCIAL BUILDING Project Name: Gayteway Business Park- B Applicant Name: Errol Ramirez Applicant Address: 1200 5th Avenue, Suite 1300 Applicant, City, State, Zip: Seattle,WA 98101 Contact: Errol Ramirez Phone: 206-408-8633 Email: errol@craftarchitects.com Scope of Work: New factory/industrial building Valuation: 2866050.00 Square Feet: 66625 Number of Stories: I Construction Type: Occupancy Group: ID Code: CIC Permit Issued: 09/10/2019 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 399 Other 31051400200700 20101 67TH AVE NE Park,,LLC way Business Miscellaneous P Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# SIERRA 425-487-5200 14800 NE North CONSTRUCTION COA 600 634 891 CONSTRUCTION CO Woodinville Way CONTRACTOR SIERRA 425-487-5200 14800 NE North CONSTRUCTION Labor& SIERRCC 145N8 CONSTRUCTION CO Woodinville Way CONTRACTOR Industries Fees Fee Description Notes Amount Building Permit Table 4-1 $35,704.56 Building Plan Review Table 4-2 $23,207.96 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Total $58,962.52 Attached Letters Date Letter Description 09/09/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/06/2019 Gayteway Business Park PLC Check#7367 Kristin Foster $58,962.52 Outstanding Balance $0.00 Notes Date Note Created By: 06/11/2020 Check with civil for project closeout prior to issuance of any CO.See Launa's uploaded email in Kristin Foster regards to the water line. 07/11/2019 A file folder has been created and is located in the plan review area. Kristin Foster 05/30/2019 Emailed for applicant/owner signatures on application Raelynn Jones Uploaded Files Date File Name 06/11/2020 6806340-Gayteway Building-a-(Lot 2).msg 10/17/2019 5763044-USVET,LLC Contractor License.pdf 09/10/2019 5585885-2580 Building B Permit Issued.pdf 07/11/2019 5309511-2580 SignedApplicationl.pdf 05/30/2019 5132670-2580 19-0501 envl5-v4.pdf 05/30/2019 5132672-2580 Bldg B Deferred Submital Agreement.pdf 05/30/2019 5132673-2580 Bldg B Special lnsnection and Testing Agreement.pdf 05/30/2019 5132674-2580 Commercial Application Packet.pdf 05/30/2019 5132675-2580 Structural Calculations.pdf F E D 0 show 3 new B A Z metal stairs. ade is approx. 24" low FF. U E s245'-0" EXISTING OVERALL � � 1 Air compressor Quincy 480 No J O Q r"] 2 Air compressor Hydravane 480 BB-594289 II 11 II II II '� J '45'-0 EXISTING '501-0 EXISTING 'S0'-0 EXISTING Q t50'-0 EXISTING 150'-0 EXISTING /'J/ M 3 Air compressor Gardner Denver 480 No (n LL Q 4 Air D,Ver"Dry Paint RA" 120 No I— > 0 Forming area 1 Lu Q H m U) Co N 5 Forming Machine 480 BC-10468] ------------------+ �� - - J N O Need total outlets in the forming area l2 on each side of ' ' 4 3 2 1 1 CHEMICAL CH PMME ~ (� w j cLi the machinelto run vacuums,battery station,skill saw, 110 ' '`1 w SPRAY B sroRAc- RO N PROOF Z Q c water cooler... U (needs exhaust U 2oX1 00m W Q O Y (pre-manufactured — W Q i 6 Exhaustfan-New zoo 'Q Through roof U O 7&8 Swim spa Hoist x2 in sealing above forming machine 110 „ No Walls ' g`I © 7 Q exhgRk,Vy&yg0 roof J Cp � N ' W rwindows) < 38�g BOTTOM CUTTING LU a ' Z ~ W F- 1 AND STORAGE AREA U J 9 Heat room heater 240 No ti (� 5 ® ILI Q = W J I ACRYLIC STORAGE 1 FORMING AREA t../ 10 MVP thEx,usystem 240 BS-515688 IX open area Q 70x45 < ~ Z 11 BaothExauhstfan 240 MOLD ROOM 1 P r O I Q Q O M W O Need 3 outlets in the ISO Chemical room to cover the &STORAGE ' H i0 Q U G°Cn a- w terns below. FORMING ISO Spry system(models and PLC) 110 No n MOLDSTORAGE I 1(n C• O/H DOOR 1 MACHINE � Iso day-tank heaters x2 110 No , HEAT ROOM Iso aside mixing pumps X2 110 r I O Spot heater insidelsu checmical room 110 ETL3089052 , 32X13 ❑ Need 2 outlets in plasma cutting area to connect bench — grinder,chop saw,fan and a jig saw - Plazma cutter 240 No 2 - - _____ _------_-----_ Drilling area ' -� I I Nee d4outleisintheareatoconnectairfilters%2,battery 110 N.I.C. 12 1tHVD litters aws%3 110 ® ! ! r RECEIVING Cutting bottom area ...........I OPEN AREA OR Need 3 outlets in this area to connect Router,skill saw,jig 110 Z I RACK ® I consider 13 Table New 240 .11 STORAGE? ' DRILLING ' CHAINLINK FENCE x I I �I I baler i Jetting w open area I I © I Curtains I 1.needs exhaust for cardboard Lights on every st,tionin;etting 110 I ,I rl I through roo for PRE- 2 outlets in the area to use vacuum when needed 110 O , I 1L JETTING d USt,DRILLING 14&15 2HVD lifters 110 N I ,II PLUMBING `I 36X39 2.nee'� �o MANUFACTURED I 5OX42 rr I pen area _ ROOM � I open area 0 �i I I control/insu in I Curtains DUMPS E S 8' x19'Lx7'H 4 outlets in the area torun fans,battery station,Chop saw, 110 ' III walls. heatertow arm hoses and vacuum when needed. I , I I © Ere� leiSTATIONARY 1681] 2HVD lifters 110 ---------'II en ' rashWALLS - 1g Hoist 11D L ® 1 , — , PSTE S CONSTRUCTED ~ 2 outlets for a battery station,testing spa lights and saw 110 CEC LAB 8 ®®� ® i ON LOPING SUR E MATERIAL TBD IPI A Z oth 30x25 O W 19 HVD lifter 110 — SKIRT SHOP 3 TOOLING ' 30X40 ' 20 Exhaustfan 240 40X30 O - 21 Flipper 120 N ®®® ©; 1 1 1 outlet near booth as operator station 110 X 431-611 r-� ! ' , Q W o Foamb om w 14X35 , ou door spa storage , Ir..,` o Y] 22 MVP foam system 240 No p ' 1 1 > 1 Cutlet for a spot heater. 110 p bmit ----------- - 1 V/ N Testing (Stair I SKIRT SHOP STORAGE 1 1 o 23 Operator station with two computers antl a printer 110 O 40X10 �`-`- 1 1 21,25,26, W '-1 AA I••I- IL IL � 27,28,29,9 testing stations capable of testing 240,110 on bath 60 H 240/110 0 , `* I I I m 30,31,32 and sOH,and 60amp circ I ' 1 W 6.^ M 9 outlets preferably battery nation of every station to run 130 Z I -L _ I rremanufactured — — I i--- ---------- - ' LL urns,reeably on station 4 - 5 Z 33 Transfer— �N needs exhaust ' IL D_ a X STORAGE RACKS WITH CHAINLINK Q _ w o CL Testingarea-Water tanks w Az.z 1rllthrou gh roofl I FENCE AROUND PE MITER ' Z N } 34 240,60 AMP circ zoo o I I FOAM B00TH I W W W H 3s gad heater for water tanks-Raypack,60 AMP 240 774T p BB I 2BX26 '' EXISTING I I— Z 36 Flipper 130 QQx t7 I BUILDING B I I..L Z W Q O Heater to warm up hoses 110 Z I ® I..L FOOTPRINT AREA:t63,890 S.F. I m U or Detail H WAREHOUSE Q m -- -- —--—- - PROPOSED TENANT AREA' 60X100 I Q Q } = Z g outlets m run vacuums,battery station,testing spa lights uo w © 1ST FLOOR:-%130 s.F. I '' I Q 0 Paint booth I �f� 2ND FLOOR: 12,000 S.F. W Z 37 Exhaust fan zoo o \ ————— ` TOTAL TENANT:t51,730 S.F. I LSO Z O one outlet on the outside on the paint booth 110 rn 1' I W } J Q Skirt Shop /�,�I ® ® ® �IJ I Q O < Z 6 out lets,durt<ollector Grizzly%2,Chop saw Dewalt, 110vv%vTESTING - - - - - - - - - - - - - - - - - - - - - - - 0 N a CO bait,iny-tion,hot glue gun `- 'I 60X38 38 1 outlet to run table saw grizzly 240 No ' L REVISIONS Need 8 outlets(20AMP each( 110 I ® ® © IF NO. DATE BY Need 2 outlets 240 39 Grizzly band saw 240 No 1'�il-�^ SHIPPING 40 Drill press Delta 110 SA178831 41 Grinder Delta 110 SA178831 t7 ' Q ? SALVAGE relocate dimising wall 42 Grinder Jet 130 No H- Q a 25x55 g PAINT BOOTH 43 Dust Collector Delta 110 SA201825 z n g (premanufactured l 44 Table Saw-Powermatic 110 No w gl DETAIL needs exhaust 1111] Q 45 Exhaustfan-New 240 g through roof) 35X70 o g PAINT BOOTH 46 Chop Saw-Dewalt 110 406A ';; gl 26X26 '� - Shippingarea �., . detail area needs 60 fc a T SHEET INFORMATION 47 Computer station-printer 110 L� �I detail lighting Battery station uo 11x17 SCALE: AS NOTED 48 Chop Saw New 110 - PLOT DATE: 11/04/19 Warehouse — — — — 0000016— 6outletstorun4compters,aprinter,scale,a spot heater, CAD FILE: 19-36SCHA battery station and heat gun 110 JOB NO: 19-36 Forklift batterycharger-Eco Charger 240 4CV4 F_ CEC testing Lab N N•1•C. STATUS: TEST-FIT 49 1 test station 240V and 60 AMP 240 w 3 outlets,20 amp each,to run 2 air condition units, p compter,battery station 0 n OVERALL TENANT Lunch Room FLOOR PLAN 4 Vending Machines �Xi \ S Microwaves (;)0=0VERALL TENANT FLOOR PLAN - BUILDING B A2 . 1 A I I 2 Refridgerators 1 water cooler Coffee pat SCALE:1132"=1'-0" TOTAL TENANT AREA:i51,730 S.F. 0 6' 16' 32' as es' SHEET 2 OF 3 PROJECT MEMO =� TO: Matt Frause DATE: December 4,2019 Project Manager Sierra Construction Company, Inc FROM: Andy Pflueger PROJECT NO.: 2170821 20 2170892.20 Tacoma-(253)383-2422 PROJECT NAME: Gayteway Building C&B SUBJECT: Rebar Placement in Slab Permit* BLDG2426, BLDG2850 Address: 19927 67th Ave NE Matt, It is our understanding that it was observed by the Building Inspector(Christina Humphrey with SAFEbuilt)that some of the slab reinforcing at Building C was not placed within the depth of the slab on grade as specified on the structural drawings. Rather, the rebar in the area observed was in direct contact with the capillary break material at the bottom of the slab. The location observed is approximately 4-ft east of grid D, and 28'-6" south of grid 8, in Building C. In general the slab on grade is a non-structural element that may be completely unreinforced (like it is specified in the center bays of the building). The reinforcing specified around the perimeter of the building is provided for additional crack control during the heavy loading conditions of the panel lifting crane around the perimeter of the building. Reinforcing also ties the concrete tilt-up panels into the building foundation system around the perimeter of the building. We estimate that the reinforcing steel is stressed around 20% of capacity and would require significant corrosion and section loss before it indicated a significant structural deficiency. Further, the capillary break material and overexcavation of the site separates the slab from moisture and native soils that would contribute to any corrosion of exposed steel reinforcing. Our understanding is that the contractor uses crew members to lift the rebar into the specified location as they go, to ensure proper placement of the reinforcing steel. This condition may be an isolated area. The contractor has made several cores through the slab in the southwest corner of the building that are able to locate the reinforcing depth within the slab, including the one location identified by the Building Inspector. Our understanding is that the contractor has eight cores that show concrete cover of 2" or more. Some of the cores drilled did not cut through reinforcing. Please see the attached core location plan provided by the contractor. This confirms that the condition reported by the Building Inspector is likely an isolated condition. Our recommendations are as follows • We do not recommend any remediation of the slab reinforcing with inadequate cover because it appears to be an isolated area and the structural demand on the reinforcing is very low. • We do not believe that the contractor should stop work on further construction of the building, constructing and erecting of panels, etc. Any remediation to the slab, if required, could be executed after the panels are constructed and erected Page 1 of 2 If you have any questions, please call me at(253) 383-2422. Sincerely, Andy Pflueger, PE, SE Senior Project Manager AMP/ c: Dan Booth-AHBL Mark Evans- NELSON Q:\2017\2170821120 STR\NON CAD\OUTgoing\20191203 Memo(Slab Reinforcement Placement)2170821.20 2170892.20.docx Project Memo Page 2 of 2 a©OO Gayteway Building C&B 2170821.20 2170892.20 December 4,2019 ;Y l __._I. ., __.. ....... �.-. In .. �- 0 I I I € I F a. t ............ ":: . ...:..__.. -------------------- ...1._.. I LJ: � ;l •� I Y i � . I r� -•� . 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